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Barnhart-Reese Construction Inc; 2017-02-28; PWS17-41PKS (5)
Appendix A Geotechnical Investigation SDVOSB. DVBt:. SBt GEOTECHNICAL INVESTIGATION MULTI-GENERATIONAL COMMUNITY CENTER PINE AVENUE PARK CARLSBAD, CALIFORNIA PREPARED FOR: MS. CHIKAKO TERADA ROESLING NAKAMURA TERADA ARCHITECTS, INC. 363 FIFTH AVENUE, SUITE 202 SAN DIEGO, CALIFORNIA 92101 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 San D>ego ~ Los Angeles • Inland l:mp>re ' Central Valley Corporate 1-leadquaders 6280 619.280.4321 877.215.4321 619.250.4717 www.scst.corP g~ . . ~.·_ .• · .. _"_ •. "_··~s"·:=~=.}.:F u ~ .C,;/•:">· z 5~ '0A. W SDVOSB. DVBG. SBG August 7, 2015 Ms. Chikako Terada Roesling Nakamura Terada Architects, Inc. 363 Fifth Avenue, Suite 202 San Diego, California 92101 Subject: GEOTECHNICAL INVESTIGATION MULTI-GENERATIONAL COMMUNITY CENTER PINE AVENUE PARK CARLSBAD, CALIFORNIA Dear Chikako: Corporale Headquaders 6280 Street Diego. CA 92120 619.280.4321 877.215.4321 619.280.4717 www.scsLcom SCST No. 150361 P3 Report No.1 Southern California Soil & Testing, Inc. (SCST) is pleased to present our report describing the geotechnical investigation performed for the subject project. SCST conducted the geotechnical investigation in general conformance with the scope of work presented in our proposal dated June 3, 2015. Based on the results of our investigation, we consider the planned construction feasible from a geotechnical standpoint provided the recommendations of this report are followed. If you have any questions, please call us at (619) 280-4321. Respectfully Submitted, SOUTHERN CALIFORNIA ~/)r .. th""~as B. Canady, Principal Engineer TBC:WLV:rt (1) Addressee via e-mail at terada@rntarchitects.com San D,ego • Los Angeles • Inland Empire • Central Valley TABLE OF CONTENTS SECTION PAGE EXECUTIVE SUMMARY ............................................................................................................ I 1 INTRODUCTION .................................................................................................................... 1 2 SCOPE OF WORK ................................................................................................................. 1 2.1 FIELD INVESTIGATION ................................................................................................. 1 2.2 LABORATORY TESTING .............................................................................................. 1 2.3 ANALYSIS AND REPORT ............................................................................................. 1 3 SITE DESCRIPTION ............................................................................................................... 2 4 PROPOSED DEVELOPMENT ................................................................................................ 2 5 SUBSURFACE CONDITIONS ................................................................................................ 2 6 GEOLOGIC HAZARDS .......................................................................................................... 3 6.1 FAULTING AND SURFACE RUPTURE ......................................................................... 3 6.2 CBC SEISMIC DESIGN PARAMETERS ........................................................................ 3 6.3 LIQUEFACTION AND DYNAMIC SETTLEMENT ........................................................... 3 6.4 TSUNAMIS, SEICHES AND FLOODING ....................................................................... 3 6.5 LANDSLIDES AND SLOPE STABILITY ......................................................................... 4 6.6 SUBSIDENCE ................................................................................................................ 4 6.7 HYDRO-CONSOLIDATION ............................................................................................ 4 7 CONCLUSIONS ..................................................................................................................... 4 8 RECOMMENDATIONS ........................................................................................................... 4 8.1 SITE PREPARATION AND GRADING ........................................................................... 4 8.1.1 Site Preparation ..................................................................................................... 4 8.1.2 Remedial Grading .................................................................................................. 5 8.1.3 Earthwork .............................................................................................................. 5 8.1.4 Site Excavation Characteristics ............................................................................. 5 8.1.5 Oversized Material ................................................................................................. 5 8.1.6 Temporary Excavations ......................................................................................... 6 8.1.7 Temporary Shoring ................................................................................................ 6 8.1.8 Temporary Dewatering .......................................................................................... 6 8.1.9 Expansive Soil ....................................................................................................... 7 8.1.1 0 Imported Soil ....................................................................................................... 7 8.1.11 Slopes ................................................................................................................. 7 8.1.12 Surface Drainage ................................................................................................. 7 8.1.13 Grading Plan Review ........................................................................................... 7 8.2 FOUNDATIONS ............................................................................................................. 8 8.2.1 Shallow Spread Footings ....................................................................................... 8 8.2.2 Settlement Characteristics ..................................................................................... 8 8.2.3 Foundation Plan Review ........................................................................................ 8 8.2.4 Foundation Excavation Observations .................................................................... 8 8.3 SLABS-ON-GRADE ....................................................................................................... 9 8.3.1 Interior Slab-on-Grade ........................................................................................... 9 8.3.2 Exterior Slabs-on-Grade ........................................................................................ 9 8.4 CONVENTIONAL RETAINING WALLS .......................................................................... 9 8.4.1 Foundations ........................................................................................................... 9 TABLE OF CONTENTS (Continued) SECTION PAGE 8.4.2 Lateral Earth Pressures ........................................................................................ 1 0 8.4.3 Seismic Earth Pressure ........................................................................................ 1 0 8.4.4 Backfill .................................................................................................................. 1 0 8.5 MECHANICALLY STABILIZED EARTH RETAINING WALLS ....................................... 11 8.6 PIPELINES .................................................................................................................... 11 8.6.1 Thrust Blocks ........................................................................................................ 11 8.6.2 Modulus of Soil Reaction ...................................................................................... 11 8.6.3 Pipe Bedding ........................................................................................................ 12 8.7 PAVEMENT SECTION RECOMMENDATIONS ............................................................ 12 8.8 SOIL CORROSIVITY .................................................................................................... 13 9 GEOTECHNICAL ENGINEERING DURING CONSTRUCTION ............................................ 13 10 CLOSURE ........................................................................................................................... 13 11 REFERENCES .................................................................................................................... 14 ATTACHMENTS FIGURES Figure 1 ............................................................................................................. Site Vicinity Map Figure 2 ........................................................................................... Subsurface Exploration Map Figures 3a and 3b .................................................................... Regional Geology and Fault Map Figure 4 .......................................................................... Typical Retaining Wall Backdrain Detail Figure 5 ................................................................. Typical MSE Retaining Wall Backdrain Detail APPENDICES Appendix 1 ....................................................................................................... Field Investigation Appendix 11 ..................................................................................................... Laboratory Testing EXECUTIVE SUMMARY This report presents the results of the geotechnical investigation Southern California Soil & Testing, Inc. (SCST) performed for the subject project. We understand the project will consist of the design and construction of an 18,000 square-foot, two-story community center building, parking spaces, a botanical/ornamental garden and a community garden. The building will be supported on conventional shallow spread footings. Grading plans were not available at the time of this report; however, we anticipate that minor grading with cuts and fills less than 5 feet deep will be required to achieve finished site elevations. The purpose of our work is to provide conclusions and recommendations regarding the geotechnical aspects of the project. SCST explored the subsurface conditions by drilling five borings to depths between about 5 feet and 20 feet below the existing ground surface using a truck-mounted drill rig equipped with a hollow stem auger. An SCST geologist logged the borings and collected samples of the materials encountered for laboratory testing. SCST tested selected samples to evaluate pertinent soil classification and engineering properties to assist in developing geotechnical conclusions and recommendations. The materials encountered in our borings consist of undocumented fill and old paralic deposits. The undocumented fill consists of loose to medium dense silty sand with varying amounts of concrete debris. The old paralic deposits consist of medium dense to very dense poorly graded sand with silt, silty sand and clayey sand. Groundwater was encountered in borings B-1 through B-3 at depths between about 15Y2 feet and 18 feet below the existing ground surface. The groundwater level is expected to be below a depth that will impact construction. The main geotechnical consideration affecting the planned development is the presence of potentially compressible undocumented fill. To reduce the potential for settlement, the existing fill should be excavated in its entirety below the planned structure and settlement sensitive improvements. Additionally, the old paralic deposits within 2 feet of the deepest planned footing bottom level should be excavated and replaced with compacted fill to provide a relatively uniform thickness of compacted fill beneath the planned building and reduce the potential for differential settlement. Building footings and concrete slabs should be underlain by at least 2 feet of material with an expansion index of 20 or less. We anticipate that the onsite soils will meet the expansion index criteria. The planned building can be supported on shallow spread footings with bottoms levels on compacted fill. The grading and foundation recommendations presented herein may need to be updated once final plans are developed. 1 INTRODUCTION This report presents the results of the geotechnical investigation Southern California Soil & Testing, Inc. (SCST) performed for the subject project. We understand the project will consist of the design and construction of an 18,000 square-foot, two-story community center building, parking spaces, a botanical/ornamental garden and a community garden. The purpose of our work is to provide conclusions and recommendations regarding the geotechnical aspects of the project. Figure 1 presents a site vicinity map. 2 SCOPE OF WORK 2.1 FIELD INVESTIGATION We explored the subsurface conditions by drilling five borings to depths between about 5 feet and 20 feet below the existing ground surface using a truck-mounted drill rig equipped with a hollow stem auger. Figure 2 shows the approximate locations of the borings. An SCST geologist logged the borings and collected samples of the materials encountered for laboratory testing. The logs of the borings are presented in Appendix I. Soils are classified according to the Unified Soil Classification System illustrated on Figure 1-1. 2.2 LABORATORY TESTING Selected samples obtained from the borings were tested to evaluate pertinent soil classification and engineering properties and enable development of geotechnical conclusions and recommendations. The laboratory tests consisted of in situ moisture and density, grain size distribution, Atterberg Limits, R-value, expansion index, corrosivity and direct shear. The results of the laboratory tests and brief explanations of the test procedures are presented in Appendix II. 2.3 ANALYSIS AND REPORT The results of the field and laboratory tests were evaluated to develop conclusions and recommendations regarding: • Subsurface conditions beneath the site • Potential geologic hazards • Criteria for seismic design in accordance with the 2013 California Building Code (CBC) • Site preparation and grading • Excavation characteristics • Appropriate alternatives for foundation support along with geotechnical engineering criteria for design of the foundations • Resistance to lateral loads • Estimated foundation settlements • Support for concrete slabs-on-grade • Lateral pressures for the design of retaining walls • Flexible and rigid pavement sections • Soil corrosivity Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 3 SITE DESCRIPTION August 7, 2015 SCST No. 150361P3-1 Page 2 The site is located within existing Pine Avenue Park in the City of Carlsbad, California. The site is located north of Chestnut Avenue, east of Madison Street, west of Harding Street and south of Pine Avenue. The site is currently occupied by a senior center building, hardscape and landscape areas, hardcourt play areas, playfields and pavements for site access and parking. According to Google earth©, site elevations range from about 63 feet at the northeastern portion of the site in the area of the planned community center building to about 53 feet at the southwestern portion of the site in the area of the planned botanical/ornamental garden. 4PROPOSEDDEVELOPMENT We understand the project will consist of the design and construction of an 18,000 square-foot, two-story multi-purpose, multi-generational community center building, new parking spaces, a botanical/ornamental garden and a community garden. The building will be supported on shallow spread footings with a slab-on-grade floor. Grading plans were not available at the time of this report; however, we anticipate that minor grading with cuts and fills less than 5 feet deep will be required to achieve finished site elevations. 5 SUBSURFACE CONDITIONS The materials encountered in our borings consist of undocumented fill and old paralic deposits. Descriptions of the materials are presented below. Figure 2 presents the site-specific geology. Figures 3a and 3b presents the regional geology in the vicinity of the site. Undocumented Fill -The fill consists of loose to medium dense silty sand with varying amounts of concrete debris. The fill extends to depths up to about 3Y:z feet below the existing ground surface. Old Paralic Deposits -The fill is underlain by very old paralic deposits. The old paralic deposits consist of medium dense to very dense poorly graded sand with silt, silty sand and clayey sand. Groundwater-Groundwater was encountered in borings B-1 through B-3 at depths between about 15Yz feet and 18 feet below the existing ground surface. The groundwater level is expected to be below a depth that will impact construction. However, groundwater levels may fluctuate in the future due to rainfall, irrigation, broken pipes, or changes in site drainage. Because groundwater rise or seepage is difficult to predict, such conditions are typically mitigated if and when they occur. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 6 GEOLOGIC HAZARDS 6.1 FAULTING AND SURFACE RUPTURE August 7, 2015 SCST No. 150361P3-1 Page 3 The closest known active fault is the Newport-Inglewood/Rose Canyon (Offshore) fault zone located about 5% miles west-southwest of the site. The site is not located in an Alquist-Priolo Earthquake Fault Zone. No active faults are known to underlie or project toward the site. Therefore, the probability of fault rupture is low. 6.2 CBC SEISMIC DESIGN PARAMETERS A geologic hazard likely to affect the project is ground-shaking as a result of movement along an active fault zone in the vicinity of the subject site. The site coefficients and adjusted maximum considered earthquake spectral response accelerations in accordance with the 2013 CBC are presented below: Site Coordinates: Latitude 33.15925° Longitude -117.34295° Site Class: C Site Coefficients, Fa= 1.000 Fv = 1.360 Mapped Spectral Response Acceleration at Short Periods, Ss = 1.146g Mapped Spectral Response Acceleration at 1-Second Period, S1 = 0.440g Sos = 0.764g So1 = 0.399g PGAM = 0.454g 6.3 LIQUEFACTION AND DYNAMIC SETTLEMENT Liquefaction occurs when loose, saturated, generally fine sands and silts are subjected to strong ground shaking. The soils lose shear strength and become liquid, potentially resulting in large total and differential ground surface settlements as well as possible lateral spreading during an earthquake. Given the relatively dense nature of the materials beneath the site, the potential for liquefaction and dynamic settlement to occur is considered low. 6.4 TSUNAMIS, SEICHES AND FLOODING The site is not located within a mapped area on the State of California Tsunami Inundation Maps (Cal EMA, 2009); therefore, damage due to tsunamis is considered low. Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays, or reservoirs. The site is not located adjacent to any lakes or confined bodies of water; therefore, the potential for a seiche to affect the site is considered low. The site is not located within a flood zone or dam inundation area (County of San Diego, 2012). Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 6.5 LANDSLIDES AND SLOPE STABILITY August 7, 2015 SCST No. 150361P3-1 Page4 Evidence of landslides or slope instabilities was not observed. The potential for landslides or slope instabilities to occur at the site is considered low. 6.6 SUBSIDENCE The site is not located in an area of known subsidence associated with fluid withdrawal (groundwater or petroleum); therefore, the potential for subsidence due to the extraction of fluids is considered low. 6. 7 HYDRO-CONSOLIDATION Hydro-consolidation can occur in recently deposited (less than 1 0,000 years old) sediments that were deposited in a semi-arid environment. Examples of such sediments are eolian sands, alluvial fan deposits, and mudflow sediments deposited during flash floods. The pore space between particle grains can re-adjust when inundated by groundwater causing the material to consolidate. The relatively dense materials underlying the site are not considered susceptible to hydro-consolidation. 7 CONCLUSIONS The main geotechnical consideration affecting the proposed development is the presence of potentially compressible fill. Remedial grading will need to be performed to reduce the potential for distress to the planned structures and improvements. Remedial grading recommendations are provided in Section 8.1.2 of this report. The planned structure can be supported on shallow spread footings with bottom levels entirely on compacted fill. 8 RECOMMENDATIONS 8.1 SITE PREPARATION AND GRADING 8.1.1 Site Preparation Site preparation should begin with the removal of existing improvements, vegetation and debris. Subsurface improvements that are to be abandoned should be removed, and the resulting excavations should be backfilled and compacted in accordance with the recommendations of this report. Pipeline abandonment can consist of capping or rerouting at the project perimeter and removal within the project perimeter. If appropriate, abandoned pipelines can be filled with grout or slurry as recommended by and observed by the geotechnical consultant. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 8.1.2 Remedial Grading August 7, 2015 SCST No. 150361P3-1 Page 5 To reduce the potential for adverse settlement, the existing fill should be excavated in its entirety below the planned structure and settlement sensitive improvements. Additionally, the old paralic deposits within 2 feet of the deepest planned footing bottom level should be excavated and replaced with compacted fill. Horizontally, the excavations should extend at least 5 feet outside the planned perimeter foundations, at least 2 feet outside the planned hardscape and pavements, or up to existing improvements, whichever is less. An SCST representative should observe conditions exposed in the bottom of the excavation to determine if additional excavation is required. 8.1.3 Earthwork Excavated material, except for roots, debris and rocks greater than 6 inches, can be used as compacted fill. Material with an expansion index of 20 or less determined in accordance with ASTM 04829 should be placed and compacted from 2 feet below the deepest planned footing bottom level to finished pad grade elevation. Concrete slabs should be underlain by at least 2 feet of material with an expansion index of 20 or less. We expect that most of the onsite materials will meet the expansion index criteria. Fill should be moisture conditioned to near optimum moisture content and compacted to at least 90% relative compaction. Fill should be placed in horizontal lifts at a thickness appropriate for the equipment spreading, mixing, and compacting the material, but generally should not exceed 8 inches in loose thickness. The maximum dry density and optimum moisture content for the evaluation of relative compaction should be determined in accordance with ASTM D 1557. Utility trench backfill beneath structures, pavements and hardscape should be compacted to at least 90% relative compaction. The top 12 inches of subgrade beneath pavements should be compacted to at least 95% relative compaction. 8.1.4 Site Excavation Characteristics It is anticipated that excavations can be achieved with conventional earthwork equipment in good working order. 8.1.5 Oversized Material Excavations may generate oversized material. Oversized material is defined as rocks or cemented clasts greater than 6 inches in largest dimension. Based on the planned construction, there does not appear to be suitable space onsite for disposal of oversized material within fills. Oversized material should be broken down to no greater than 6 inches in largest dimension for use in fill, used as landscape material, or disposed offsite. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 8.1.6 Temporary Excavations August 7, 2015 SCST No. 150361P3-1 Page 6 Temporary excavations 3 feet deep or less can be made vertically. Deeper temporary excavations should be laid back no steeper than 1:1 (horizontal:vertical). The faces of temporary slopes should be inspected daily by the contractor's Competent Person before personnel are allowed to enter the excavation. Any zones of potential instability, sloughing or raveling should be brought to the attention of the Engineer and corrective action implemented before personnel begin working in the excavation. Excavated soils should not be stockpiled behind temporary excavations within a distance equal to the depth of the excavation. SCST should be notified if other surcharge loads are anticipated so that lateral load criteria can be developed for the specific situation. If temporary slopes are to be maintained during the rainy season, berms are recommended along the tops of slopes to prevent runoff water from entering the excavation and eroding the slope faces. Slopes steeper than those described above will require shoring. Additionally, temporary excavations that extend below a plane inclined at 1/i: 1 (horizontal:vertical) downward from the outside bottom edge of existing structures or improvements will require shoring. A shoring system consisting of soldier piles and lagging can be used. 8.1.7 Temporary Shoring For design of cantilevered shoring, an active soil pressure equal to a fluid weighing 35 pcf can be used for level retained ground or 55 pcf for 2:1 (horizontal:vertical) sloping ground. The surcharge loads on shoring from traffic and construction equipment adjacent to the excavation can be modeled by assuming an additional 2 feet of soil behind the shoring. For design of soldier piles embedded in old paralic deposits, an allowable passive pressure of 350 psf per foot of embedment over twice the pile diameter up to a maximum of 5,000 psf can be used. Soldier piles should be spaced at least three pile diameters, center to center. Continuous lagging will be required throughout. The soldier piles should be designed for the full-anticipated lateral pressure; however, the pressure on the lagging will be less due to arching in the soils. For design of lagging, the earth pressure but can be limited to a maximum value of 400 psf. 8.1.8 Temporary Dewatering Groundwater seepage may occur locally due to local irrigation or following heavy rain. Temporary dewatering can be accomplished by sloping the excavation bottom to a sump and pumping from the sump. A layer of gravel about 6 inches thick placed in the bottom of the excavation will facilitate groundwater flow and can be used as a working platform. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 8.1.9 Expansive Soil August 7, 2015 SCST No. 150361P3-1 Page 7 The onsite material tested has a very low expansion potential. The grading and foundation recommendations presented in this report reflect a very low expansion potential. 8.1.10 Imported Soil Imported soil should consist of predominately granular soil free of organic matter and rocks greater than 6 inches. Imported soil should have an expansion index of 20 or less and should be inspected and, if appropriate, tested by SCST prior to transport to the site. 8.1.11 Slopes All permanent slopes should be constructed no steeper than 2:1 (horizontal:vertical). Faces of fill slopes should be compacted either by rolling with a sheep-foot roller or other suitable equipment, or by overfilling and cutting back to design grade. All slopes are susceptible to surficial slope failure and erosion. Water should not be allowed to flow over the top of slopes. Additionally, slopes should be planted with vegetation that will reduce the potential for erosion. 8.1.12 Surface Drainage Final surface grades around structures should be designed to collect and direct surface water away from the structure and toward appropriate drainage facilities. The ground around the structure should be graded so that surface water flows rapidly away from the structure without pending. In general, we recommend that the ground adjacent to the structure slope away at a gradient of at least 2%. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least 5% within the first 5 feet from the structure. Roof gutters with downspouts that discharge directly into a closed drainage system are recommended on structures. Drainage patterns established at the time of fine grading should be maintained throughout the life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 8.1.13 Grading Plan Review SCST should review the grading plans and earthwork specifications to ascertain whether the intent of the recommendations contained in this report have been implemented, and that no revised recommendations are needed due to changes in the development scheme. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 8.2 FOUNDATIONS 8.2.1 Shallow Spread Footings August 7, 2015 SCST No. 150361P3-1 Page 8 The planned building can be supported on shallow spread footings with bottoms levels on compacted fill. Footings should extend at least 24 inches below lowest adjacent finished grade. Continuous footings should be at least 12 inches wide. Isolated or retaining wall footings should be at least 24 inches wide. An allowable bearing capacity of 2,500 psf can be used. The bearing capacity can be increased by 500 psf for each foot of depth below the minimum and 250 psf for each foot of width beyond the minimum up to a maximum of 5,000 psf. The bearing value can be increased by YJ when considering the total of all loads, including wind or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum horizontal distance of 7 feet exists between the lower outside footing edge and the face of the slope. Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on the faces of footings and other structural elements below grade. An allowable coefficient of friction of 0.35 can be used. Passive pressure can be computed using an allowable lateral pressure of 350 psf per foot of depth below the ground surface for level ground conditions. Reductions for sloping ground should be made. The passive pressure can be increased by YJ when considering the total of all loads, including wind or seismic forces. The upper 1 foot of soil should not be relied on for passive support unless the ground is covered with pavements or slabs. 8.2.2 Settlement Characteristics Total foundation settlements are estimated to be less than 1 inch. Differential settlements between adjacent columns and across continuous footings are estimated to be less than % inch over a distance of 40 feet. Settlements should be completed shortly after structural loads are applied. 8.2.3 Foundation Plan Review SCST should review the foundation plans to ascertain that the intent of the recommendations in this report has been implemented and that revised recommendations are not necessary as a result of changes after this report was completed. 8.2.4 Foundation Excavation Observations A representative from SCST should observe the foundation excavations prior to forming or placing reinforcing steel. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 8.3 SLABS-ON-GRADE 8.3.1 Interior Slab-on-Grade August 7, 2015 SCST No. 150361P3-1 Page 9 The project structural engineer should design the interior concrete slabs-on-grade floor. However, we recommend that building slabs be at least 5 inches thick and reinforced with at least No. 4 bars at 18 inches on center each way. Moisture protection should be installed beneath slabs where moisture sensitive floor coverings will be used. The project architect should review the tolerable moisture transmission rate of the proposed floor covering and specify an appropriate moisture protection system. Typically, a plastic vapor barrier is used. Minimum 1 0-mil plastic is recommended. The plastic should comply with ASTM E1745. The vapor barrier installation should comply with ASTM E1643. Current construction practice typically includes placement of a 2-inch thick sand cushion between the bottom of the concrete slab and the vapor barrier. This cushion can provide some protection to the vapor barrier during construction, and may assist in reducing the potential for edge curling in the slab during curing. However, the sand layer also provides a source of moisture to the underside of the slab that can increase the time required to reduce vapor emissions to limits acceptable for the type of floor covering placed on top of the slab. The slab can be placed directly on the vapor barrier. 8.3.2 Exterior Slabs-on-Grade The top 2 feet of material below exterior concrete slabs-on-grade should have an expansion index of 20 or less determined in accordance with ASTM 04829. Exterior slabs should be at least 4 inches thick and reinforced with at least No. 3 bars at 18 inches on center each way. Slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines. The project architect should select the final joint patterns. A 1-inch maximum size aggregate mix is recommended for concrete for exterior slabs. The corrosion potential of on-site soils with respect to reinforced concrete will need to be taken into account in concrete mix design. Coarse and fine aggregate in concrete should conform to the "Greenbook" Standard Specifications for Public Works Construction. 8.4 CONVENTIONAL RETAINING WALLS 8.4.1 Foundations The recommendations provided in the foundation section of this report are also applicable to conventional retaining walls. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California 8.4.2 Lateral Earth Pressures August 7, 2015 SCST No. 150361P3-1 Page 10 The active earth pressure for the design of unrestrained retaining walls with level backfill can be taken as equivalent to the pressure of a fluid weighing 35 pcf. The at-rest earth pressure for the design of restrained retaining walls with level backfills can be taken as equivalent to the pressure of a fluid weighing 55 pcf. These values assume a granular and drained backfill condition. An additional 20 pcf should be added to these values for walls with a 2:1 (horizontal:vertical) sloping backfill. An increase in earth pressure equivalent to an additional 2 feet of retained soil can be used to account for surcharge loads from light traffic. The above values do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. If any other surcharge loads are anticipated, SCST should be contacted for the necessary increase in soil pressure. Retaining walls should be designed to resist hydrostatic pressures or be provided with a backdrain to reduce the accumulation of hydrostatic pressures. Backdrains may consist of a 2-foot wide zone of %-inch crushed rock. The backdrain should be separated from the adjacent soils using a non-woven filter fabric, such as Mirafi 140N or equivalent. Weep holes should be provided or a perforated pipe (Schedule 40 PVC) should be installed at the base of the backdrain and sloped to discharge to a suitable storm drain facility. As an alternative, a geocomposite drainage system such as Miradrain 6000 or equivalent placed behind the wall and connected to a suitable storm drain facility can be used. The project architect should provide waterproofing specifications and details. Figure 4 shows typical conventional retaining wall backdrain details. 8.4.3 Seismic Earth Pressure If required, the seismic earth pressures can be taken as equivalent to the pressure of a fluid weighing 17 pcf for flexible walls or 34 pcf for stiff walls. These values are for level backfill conditions and do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. This pressure is in addition to the un-factored static active pressures. The allowable passive pressure and bearing capacity can be increased by YJ in determining the seismic stability of the wall. 8.4.4 Backfill Backfill should be compacted to at least 90% relative compaction. Backfill should consist of granular, free-draining material with an expansion index of 20 or less determined in accordance with ASTM 04829. Expansive or clayey soil should not be used. The onsite clayey sand and sandy lean clay will generally not meet the granular material criteria. Additionally, fill within 3 feet from the back of the wall should not contain rocks greater than 3 inches in dimension. Backfill should not be placed until walls have achieved Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California August 7, 2015 SCST No. 150361P3-1 Page 11 adequate structural strength. Compaction of wall backfill will be necessary to minimize settlement of the backfill and overlying settlement sensitive improvements. However, some settlement should still be anticipated. Provisions should be made for some settlement of concrete slabs and pavements supported on backfill. Additionally, any utilities supported on backfill should be designed to tolerate differential settlement. 8.5 MECHANICALLY STABILIZED EARTH RETAINING WALLS The following soil parameters can be used for design of mechanically stabilized earth (MSE) retaining walls. MSE Wall Design Parameters Soil Parameter Reinforced Soil Retained Soil Foundation Soil Internal Friction Angle 32° 32° 32° Cohesion 0 0 0 Moist Unit Weight 125 pcf 125 pcf 125 pcf The reinforced soil should consist of granular, free-draining material with an expansion index of 20 or less. The bottom of MSE walls should extend to such a depth that a total of 5 feet exists between the bottom of the wall and the face of the slope. Figure 5 presents a typical MSE retaining wall backdrain detail. MSE retaining walls may experience lateral movement over time. The wall engineer should review the configuration of proposed improvements adjacent to the wall and provide measures to help reduce the potential for distress to these improvements from lateral movement. 8.6 PIPELINES Geotechnical aspects of pipeline design include passive earth pressure for thrust blocks, modulus of soil reaction and pipe bedding. 8.6.1 Thrust Blocks For level ground conditions, a passive earth pressure of 350 psf per foot of depth below the lowest adjacent final grade can be used to compute allowable thrust block resistance. A value of 150 psf per foot should be used below groundwater level, if encountered. 8.6.2 Modulus of Soil Reaction A modulus of soil reaction (E') of 2,000 psi can be used to evaluate the deflection of buried flexible pipelines. This value assumes that granular bedding material is placed adjacent to the pipe and is compacted to at least 90% relative compaction. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California August 7, 2015 SCST No. 150361P3-1 Page 12 8.6.3 Pipe Bedding Pipe bedding as specified in the "Greenbook" can be used. Bedding material should consist of clean sand having a sand equivalent of not less than 30 and should extend to at least 12 inches above the top of pipe. Alternative materials meeting the intent of the bedding specifications are also acceptable. Samples of materials proposed for use as bedding should be provided to the engineer for inspection and testing before the material is imported for use on the project. The onsite materials are not expected to meet "Green book" bedding specifications. The pipe bedding material should be placed over the full width of the trench. After placement of the pipe, the bedding should be brought up uniformly on both sides of the pipe to reduce the potential for unbalanced loads. No voids or uncompacted areas should be left beneath the pipe haunches. Pending or jetting the pipe bedding should not be allowed. 8.7 PAVEMENT SECTION RECOMMENDATIONS The pavement support characteristics of the soils encountered during our investigation are considered good. An R-value of 50 was assumed for design of preliminary pavement sections. The actual R-value of the subgrade soils should be determined after grading and final pavement sections be provided. Based on an R-value of 50, the following pavement structural sections are recommended for the assumed Traffic Indices. Flexible Pavement Sections Traffic Type Traffic Index Asphalt Concrete Aggregate Base* (inches) (inches) Parking Stalls 4.5 3 4 Drive Lanes 6.0 4 4 Heavy Traffic Areas 7.0 4 5 .. *Aggregate Base should conform to Class 2 Aggregate Base 1n accordance w1th the Caltrans Standard Spec1f1cat1ons or Crushed Miscellaneous Base in accordance with the "Green book." Portland Cement Concrete Pavement Sections Traffic Type Traffic Index Full-Depth JPCP* (inches) Parking Stalls 4.5 5Y:z Drive Lanes 6.0 6 Heavy Traffic Areas 7.0 6 * Jomted Plam Concrete Pavement Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California August 7, 2015 SCST No. 150361P3-1 Page 13 The top 12 inches of subgrade should be scarified, moisture conditioned to near optimum moisture content and compacted to at least 95% relative compaction. All soft or yielding areas should be removed and replaced with compacted fill or aggregate base. Aggregate base and asphalt concrete should conform to the Caltrans Standard Specifications or the "Greenback" and should be compacted to at least 95% relative compaction. Aggregate base should have an R-value of not less than 78. All materials and methods of construction should conform to good engineering practices and the minimum standards of City of Carlsbad. 8.8 SOIL CORROSIVITY Representative samples of the onsite soils was tested to evaluate corrosion potential. The test results are presented in Appendix II. The project design engineer can use the sulfate results in conjunction with ACI 318 to specify the water/cement ratio, compressive strength and cementitious material types for concrete exposed to soil. A corrosion engineer should be contacted to provide specific corrosion control recommendations. 9 GEOTECHNICAL ENGINEERING DURING CONSTRUCTION The geotechnical engineer should review project plans and specifications prior to bidding and construction to check that the intent of the recommendations in this report has been incorporated. Observations and tests should be performed during construction. If the conditions encountered during construction differ from those anticipated based on the subsurface exploration program, the presence of the geotechnical engineer during construction will enable an evaluation of the exposed conditions and modifications of the recommendations in this report or development of additional recommendations in a timely manner. 10 CLOSURE SCST should be advised of any changes in the project scope so that the recommendations contained in this report can be evaluated with respect to the revised plans. Changes in recommendations will be verified in writing. The findings in this report are valid as of the date of this report. Changes in the condition of the site can, however, occur with the passage of time, whether they are due to natural processes or work on this or adjacent areas. In addition, changes in the standards of practice and government regulations can occur. Thus, the findings in this report may be invalidated wholly or in part by changes beyond our control. This report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations to site conditions at that time. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the boring locations, and that our data, interpretations, and recommendations are me s Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California based solely on the information obtained by us. August 7, 2015 SCST No. 150361P3-1 Page 14 We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. 11 REFERENCES American Concrete Institute (ACI) (2012), Building Code Requirements for Structural Concrete (ACI 318-11) and Commentary, August. California Emergency Management Agency, California Geological Survey, University of Southern California (Cal EMA) (2009), Tsunami Inundation Map for Emergency Planning. Caltrans (201 0), Standard Specifications. County of San Diego (2012), SanGIS Interactive Map. International Code Council (2012), 2013 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2012 International Existing Building Code, Effective Date: January 1, 2014. Kennedy, M.P. and Tan, S.S. (2007), Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey. Public Works Standards, Inc. (2011 ), "Greenbook" Standard Specifications for Public Works Construction, 2012 Edition. <.J z « "' w z 0 z w Multi-Generational Community Center Carlsbad, California By: Job No.: 150361 P3-1 Scale: Not to Scale 1 ;l 'I II ::-il I EXIST,NC SE~HQf-i r::ONTER TO RE\1/\lJ SCST LEGEND: 8-~ Approximate Location of Boring Qf Undocumented Fill Qop Old Paralic Deposits Approximate Location of Geologic Contact EXISHIG OPEN AREA Qf EXISTI'iG ASPHALT L__ AREA EXs.-~--..._ 0 I I ___ _j EXISTI•;G ASPHAc- PARKING LOT ,..--~-----~-.~ ,...........,. _ _....,_;~= EXiSTING BASEBALL F!EcO ······· ·-·---~---·-+ -··--·-·--·--·--··----- --· -----·-------·---MADISON STREET --· ~--" -•. -~' : . -_·:__.::=.-'=""''"'---~--~=-- CHASE PARK (NOT APART) , ... -·-! ,- r--""-.,-.'·f'l--<----- 0 100' Scale 200' l!) ..-- 0 C\.1 ....... (/) ::J <( Ol ::J (9 <( """") Ql ~ :>. 0 ((} <( z . a:u Oz lL- _j (9- <(z 0-z~ a:w WI- Io(j 1-_j :J_ 00 (f) (f) Figure: 2 ..--I C') 0... ..- ({) C') 0 l!) ..- ci z .D 0 """") l f / .,......._J_../ _.-• I ·.,..........-.J ·~.' / / / / / / / Tmo REFERENCE: Kennedy, M.P. and Tan, S.S. (2007), Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey. e 1 0 2 1 INCH 2 MILES 2 l() r- 0 C\J Q) 0 z -ro >-..o 0 OJ .£5 o_ <( '-- 2 2 ~ ~ :::::)0 ~ 0 z <( >-C) >. ·-g co ::J c E o E~ 0 a:l oo 0 a:l TI _j c a:l 0 ._g -@ w a:l -;:: r r'l '--a:l \.J ~ 0 _j Q) <(CJ Z, 0 ·.p C) ::J w~ cr: <( z . a:o Oz u_- .....Jcj <(z 0-z~ a:w Wr Io<S r.....J ::J_ 00 (f) (f) Figure: 3a MODERN SURFICIAL DEPOSITS ~ Artificial fill (late Holocene) ~ Wash deposits (late Holocene) 0 Alluvial fan deposits (late Holocene) G Alluvial flood-plain deposits (late Holocene) ~ Landslide deposits, undivided (Holocene and Pleistocene) B Marine beach deposits (late Holocene) ~ Paralic estuarine deposits (late Holocene) ~ Undivided marine deposits in offshore region (late Holocene) 0 Marine fan deposits (late Holocene) YOUNG SURFICIAL DEPOSITS ~ Young alluvial fan deposits (Holocene and late Pleistocene) ~ Young alluvial flood-plain deposits (Holocene and late Pleistocene) EJ Young colluvial deposits (Holocene and late Pleistocene) ~ Young alluvial valley deposits (Holocene and late Pleistocene) OLD SURFICIAL DEPOSITS Old alluvial fan deposits, undivided (late to middle Pleistocene) Unit2 Unit 1 Old alluvial flood-plain deposits, undivided (late to middle Pleistocene) Unit 7 Unit6 UnitS Unit2-6 Units 1-2 Old colluvial deposits (late to middle Pleistocene) Old paralic deposits, undivided (late to middle Pleistocene) Unit? I 00P6-7 1 I OoP7-al Unils 7-8 Units 6-7 Unit6 I 00P4-61 1 aoP2-6 1 Units 4-6 Units 2-6 Unit4 I 00P2-4 1 Units 2-4 Unit3 I 0oP1-2 1 Units 1-2 UnitsQop1 Unit 1 -Qvop13 VERY OLD SURFICIAL UNITS Very old alluvial fan deposits (middle to early Pleistocene) Very old alluvial flood-plain deposits, undivided (middle to early Pleistocene) I Ovoa131 Unit 13 I ovoa12l Unit 12 I Ovoa11 I Unit 11 ~ Very old colluvial deposits, undivided (middle to early Pleistocene) ~ Very old paralic deposits, undivided (middle to early Pleistocene) GEOLOGIC ABBREVIATIONS EXPLANATION I 0VOP131 I 0VOP121 I 0VOP11 I I 0VOP10 I I Ovopgl I Qvopal I O•OI>71 I OYo!>s I 1~1 I OVO!>J I 1~1 1~1 ~ ~ Unit 13 Unit 12 lavop11~121 lovop,o-,31 Units 10-13 Units 11-12 Unit 11 10vop1o-11l Units 10-11 Unit 10 I Qvop9-10 I Units 9-10 Unit9 I OVOPs-91 Units 8-9 UnitS I Ovopy.s l Units 7-8 Unit 7 UnitS Unit4 Unit3 I Qvop2·31 Units 2-3 Unit 2 Unit 1 SEDIMENTARY AND VOLCANIC BEDROCK UNITS Pauba Formation (early Pleistocene) Qps -sandstone facies Qpf-fanglomerate facies Dripping Springs Formation (early Pleistocene) Undivided sediments and sedimentary rocks in offshore region (Holocene, Pleistocene, Pliocene and Miocene) Temecula Arkose (late Pliocene) Niguel Formation (late Pliocene) Undivided sedimentary rocks in offshore region (Pliocene) Capistrano Formation (early Pliocene and late Miocene) Tcs -siltstone facies Tel-turbidite facies San Mateo Formation (early Pliocene and late Miocene) Santa Rosa basalt of Mann (19S5) (late Miocene) Dacite stock (Miocene) Volcanic rocks, undivided (Miocene) Basalt ofTemecula area (Miocene) Monterey Formation (middle and late Miocene) San Onofre Breccia (middle Miocene) Tso -breccia Tsoss -sandstone Topanga Formation (middle Miocene) Undivided sedimentary rocks in offshore region (Miocene) Undivided volcanic rocks in offshore region (Miocene) Undivided volcanic and sedimentary rocks in offshore region (Miocene)-Tmo or Tmvo Sespe and Vaqueros Formations, undivided (early Miocene. Oligocene and late Eocene) Sandstone of Redonda Mesa (Paleogene) Mission Valley Formation (middle Eocene) Stadium Conglomerate (middle Eocene) Friars Formation (middle Eocene) ~ G .. GJ 0 0 Torrey Sandstone (middle Eocene) Delmar Formation (middle Eocene) Santiago Formation (middle Eocene) Undivided Eocene rocks in the offshore area (Eocene) Silverado Formation (Paleocene) Point Lorna Formation (Upper Cretaceous) Williams Formation (Upper Cretaceous) Kwp -Pleasants Sandstone Member Kwsr -Schulz Ranch Sandstone Member Lusardi Formation (Upper Cretaceous) Trabuco Formation (Upper Cretaceous) UNNAMED CRETACEOUS ROCKS OF THE PENINSULAR RANGES BATHOLITH Granite pegmatite dike (mid-Cretaceous) Granite, undivided (mid-Cretaceous) Monzogranite, undivided (mid-Cretaceous) Granodiorite, undivided (mid-Cretaceous) I Kgdfg I Granodiorite (fine-grained), undivided (mid-Cretaceous) ~ Tonalite, undivided (mid-Cretaceous) ~ Quartz-bearing diorite. undivided (mid-Cretaceous) ~ Diorite, undivided (mid-Cretaceous) .. Gabbro, undivided (mid-Cretaceous) G Heterogeneous granitic rocks (Cretaceous) NAMED CRETACEOUS ROCKS OF THE PENINSULAR RANGES BATHOLITH ~ Granite of Dixon Lake (mid-Cretaceous) ~ Granite of Bottle Peak (mid-Cretaceous) ~ Granite of Indian Springs (mid-Cretaceous) ~ Leucogranodiorite of Lake Hodges (mid-Cretaceous) ~ Monzogranite of Valley Center (mid-Cretaceous) ~ Monzogranite of Merriam Mountain (mid-Cretaceous) EJ Granodiorite of Woodson Mountain (mid-Cretaceous) ~ Granodiorite of Jesmond Dean (mid-Cretaceous) Granodiorite of Burnt Mountain (mid-Cretaceous) ~ Granodiorite of Mountain Meadows (mid-Cretaceous) Granodiorite of Rimrock (mid-Cretaceous) ~ Granodiorite of Indian Mountain (mid-Cretaceous) Granodiorite of Rainbow (mid-Cretaceous) Granodiorite of Pala (mid-Cretaceous) Granodiorite, undivided within the Elsinore Fault Zone (mid-Cretaceous) .. Tonalite of Cole Grade (mid-Cretaceous) Tonalite of Couser Canyon (mid-Cretaceous) Quartz-bearing diorite of Red Mountain (mid-Cretaceous) Gabbro of the Agua Tibia Mountains (mid-Cretaceous) Gabbro of Weaver Mountain (mid-Cretaceous) Gabbro, undivided within the Elsinore Fault Zone (mid-Cretaceous) Santiago Peak Volcanics (Cretaceous) PREBATHOLITHIC AND SYNBATHOLITHIC METAMORPHIC ROCKS Metasedimentary and metavolcanic rocks, undivided (Mesozoic) Metavolcanic dikes (Mesozoic) Metagranitic rocks (Mesozoic) Quartzite and quartz conglomerate (Mesozoic) Schist with minor amphibolite and marble (Mesozoic) REFERENCE: Kennedy, M.P. and Tan , S.S. (2007), Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey. l{) ,-- 0 C\J Q) 1U 0 Q_ <( ~ ~ '-Q) ...... c Q) 0 >. ...... ,- I (V) Q_ ,-- <D (V) 0 l{) ,-- 0 z _o 0 --") ::::::> <( LL 0 z <( c co ::::J c >-CJ 0 __j 0 w CJ __j <( z E.f2 E-o co oo -u ~ co o.o ·.;::::; (/) co-= '-co mo c Q) C) I 0 ·.;::::; CJ ::::J w:z a: <t: z . a:o Oz LL _Jcj <t:z 01-- Z(f) a:w Wt- Io(5 1--_j =>-00 (f) (f) Figure: 3b Miradrain 6000 or equivalent, 2/3 wall height Typical Retaining Wall Backdrain Detail Not to Scale -------1i·-+- mm._l Compacted Fill CD Filter fabric between rock and soil (g) Backcut @ Waterproof back of wall following architect's specifications @ 4" minimum perforated pipe, SDR35 or equivalent, holes down, 1% fall to outlet, encased in 3/4" crushed rock. Provide 3 cubic feet per linear foot crushed rock minimum. Crushed rock to be surrounded by filter fabric (Mirafi 140N or equivalent), with 6" minimum overlap. Provide solid outlet pipe at suitable location. ® 3/4" crushed rock !1;1• . ~SOUTHERN CALIFORNIA ~~~SOIL & TESTING, INC. Multi-Generational Community Center Carlsbad, California By: TBC August, 2015 Job Number: 150361P3-1 4 Unreinforced Co :,:U Stone or Crushed Leveling Pad NOTES 1' Thick Soil Cap £_ 1-, I 12"Minimum ""' Filter Fabric / (Reinforced Soil ) Geosynthetic Reinforcement fsoesigned by Others) 4" Perforated PVC /arABS Pipe / l!l~/ 3 Cu. Ft Per Linear Ft of 3/4" Crushed Rock Enveloped 1n Ftlter Fabnc (Foundation Soil) Not to Scale (Retained Approximate Limits of Backcut Soil) 1) Backcut as recommended by the geotechnical report or field evaluation. 2) Additional drain at excavation backcut may be recommended based on conditions observed during construction. 3) Filter fabric should be installed between crushed rock and soil. Filter fabric should consist of Mirafi 140N or equivalent Filter fabric should be overlapped approximately 6 inches. 4) Perforated pipe should outlet through a solid pipe to an appropriate gravity outfall. Perforated pipe and outlet pipe should have a fall of at least 1%. 5) Drain installation and outlet connection should be observed by the geotechnical consultant. SOUTHERN CALIFORNIA SOIL & TESTING, INC. TYPICAL MSE RETAINING WALL DETAIL Multi-Generational Community Center Carlsbad, California B : JGA Date: Au ust, 2015 Job No: 1503361P3-1 Figure: 5 APPENDIX I FIELD INVESTIGATION APPENDIX I Our field investigation consisted of drilling five borings on July 24, 2015 to depths between about 5 feet and 20 feet below the existing ground surface using a truck-mounted drill rig equipped with a hollow stem auger. Figure 2 shows the approximate locations of the borings. The field investigation was performed under the observation of an SCST geologist who also logged the borings and obtained samples of the materials encountered. Relatively undisturbed samples were obtained using a modified California (CAL) sampler, which is a ring-lined split tube sampler with a 3-inch outer diameter and 2Y:z-inch inner diameter. Standard Penetration Tests (SPT) were performed using a 2-inch outer diameter and 1 %-inch inner diameter split tube sampler. The CAL and SPT samplers were driven with a 140-pound weight dropping 30 inches. The number of blows needed to drive the samplers the final 12 inches of an 18-inch drive is noted on the boring logs as "Driving Resistance {blows/ft of drive)." SPT and CAL sampler refusal was encountered when 50 blows were applied during any one of the three 6-inch intervals, a total of 100 blows was applied, or there was no discernible sampler advancement during the application of 10 successive blows. Because the SPT sampler was driven with a cathead and rope, the driving resistance is representative of a 60% energy transfer ratio (N6o). Disturbed bulk samples were obtained from the SPT sampler and the drill cuttings. The soils are classified in accordance with the Unified Soil Classification System as illustrated on Figure 1-1. Logs of the borings are presented on Figures 1-2 through 1-6. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP TYPICAL NAMES SYMBOL I. COARSE GRAINED, more than 50% of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines More than half of coarse fraction is GP Poorly graded gravels, gravel sand mixtures, little or no fines. larger than No. 4 sieve size but GRAVELS WITH FINES GM Silty gravels, poorly graded gravel-sand-silt mixtures. smaller than 3". (Appreciable amount of fines) GC Clayey gravels, poorly graded gravel-sand, clay mixtures. SANDS CLEAN SANDS sw Well graded sand, gravelly sands, little or no fines. More than half of coarse fraction is SP Poorly graded sands, gravelly sands, little or no fines. smaller than No. 4 sieve size. SM Silty sands, poorly graded sand and silty mixtures. sc Clayey sands, poorly graded sand and clay mixtures. II. FINE GRAINED, more than 50% of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt- (Liquid Limit sand mixtures with slight plasticity. less than 50) CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, (Liquid Limit elastic silts. greater than 50) CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. Ill. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. SAMPLE SYMBOLS LABORATORY TEST SYMBOLS Z -Bulk Sample AL -Atterberg Limits CAL -Modified California sampler CON -Consolidation -CK -Undisturbed Chunk sample COR -Corrosivity Tests "'MS -Maximum Size of Particle (Resistivity, pH, Chloride, Sulfate) -ST -Shelby Tube DS -Direct Shear SPT -Standard Penetration Test sampler El -Expansion Index -MAX -Maximum Density GROUNDWATER SYMBOLS RV -R-Value v -Water level at time of excavation or as indicated SA -Sieve Analysis uc -Unconfined Compression 3 3 -Water seepage at time of excavation or as indicated ~-~ Multi-Generational Community Center . ~·~SOUTHERN CALIFORNIA Carlsbad, California ;;g ~~~ SOIL & TESTING, INC. By: JGA !Date: August, 2015 Job Number: 150361P3-1 !Figure: 1-1 LOG OF BORING B-1 Date Drilled: 7/24/2015 Logged by: AKN Equipment: IR A300, 8" Diameter Hollow Stem Auger Project Manager: TBC Surface Elevation (ft): Depth to Groundwater (ft): 15% feet SAMPLES ::R. w 0 (/) U-f-c f-z Q) (.) (/) <( -~ z ..9: w f-.... w f-g (/)::: f-~ (/) U5 0 z s >-I z 0 0 0:: f-u w ~ w--"' u t:: 0 (/) > .....J 0::~ z 0.. => 0:: => w z f-w SUMMARY OF SUBSURFACE CONDITIONS Ill C>Vi 0:: => <( 0 0 z 3: 0:: => >-0 -0 f->-0:: Ill -.0 (/) o::~ 6 0 <( 0 .....J ~ 3" of Asphalt Concrete over 9" of Aggregate Base 1 SM OLD PARALIC DEPOSITS (Qop): SILTY SAND, light brown and orangish I-- 1-2 brown, fine to medium grained, moist, medium dense. I 3 -RV 1-4 CAL 47 DS -\ 5 - 1-6 SPT I--26 26 7 - 1-8 9 1-10 --POORLY -6RADEiis.A.No-Witli SiC -r,-1iQtit yeii"owiSti brown arid gray~ fine to -SP- 11 SM medium grained, moist, dense. SPT 33 33 - 1-12 13 1-14 Light gray and brownish gray, fine to coarse grained. 15 V GROUNDWATER encountered at 15'12 feet. - -SPT 35 35 - 1-16 - 17 1-18 - 19 SPT 75/11" 75/11" -20 BORING TERMINATED AT 20 FEET ~c: Multi-Generational Community Center SOUTHERN CALIFORNIA Carlsbad, California ::~to SOIL & TESTING, INC. By: JGA Date: August, 2015 ·.w· J Job Number: 150361 P3~1 Figure: 1-2 )<,l LOG OF BORING B-2 Date Drilled: 7/24/2015 Logged by: AKN Equipment: IR A300, 8" Diameter Hollow Stem Auger Project Manager: TBC Surface Elevation (ft): Depth to Groundwater (ft): 17 feet g I C/) () I-C/) a_ ::J w 0 1 SM - 2 3 - 4 5 - 6 7 - 8 9 -10 -- 11 SP- SM -12 13 ~ 14 15 SM -16 17 -18 19 -20 SAMPLES ~ ;!2. w ~ o~ I-z Q) <( .=:: z I-..... w C/)~ I-z z U5 0 0 0 w ~ w ..... <D > _J 0:::~ z () a: ::J w SUMMARY OF SUBSURFACE CONDITIONS co c:>Cil 0::: 0 z 3: ::J -0 I->--..0 C/) o:::-6 0 ~ 3" of Asphalt Concrete over 9" of Aggregate Base OLD PARALIC DEPOSITS (Qop): SILTY SAND, light brown and reddish ,....---- brown, fine to medium grained, moist, medium dense. \! - CAL 68 7 /\ - - SPT !----17 17 - - POORLy -GRADECiSAN6 Wii:li SiCT:-Iight brownish gra-y-:fineto coarse--SPT 25 25 grained, moist, medium dense. - ~-------------------------------------SILTY SAND, light grayish brown and gray, fine grained, moist, dense. SPT 35 35 V GROUNDWATER encountered at 17 feet. - -- -Fine to coarse grained. SPT 50/6" 50/6" BORING TERMINATED AT 19% FEET Multi-Generational Community Center Carlsbad, California C/) -I-() C/) .3: w I-.....: >-s 0::: t:: 0 z I- ::J <( 0::: >-0 0::: co 0 <( _J SA AL 125 El COR SOUTHERN CALIFORNIA SOIL & TESTING, INC. By: JGA Date: August, 2015 Job Number: 150361P3-1 Figure: 1-3 LOG OF BORING B-3 Date Drilled: 7/24/2015 Logged by: AKN Equipment: IR A300, 8" Diameter Hollow Stem Auger Project Manager: TBC Surface Elevation (ft): Depth to Groundwater (ft): 18 feet SAMPLES ~ w ::R e._. (f) u~ f-c f-z Q) z () (f) <( -~ ..9: w 2 f-'-w f-(f)~ f-.....: z >-I (f) z U5 0 0 0 s 0::: f-u w ~ w-CD u t:: 0 (f) > _J o:::£ z a... ::> 0:: ::> w z f-w SUMMARY OF SUBSURFACE CONDITIONS co <Jcn 0::: ::> <( 0 0 z :s: 0::: ::> >-0 -0 f->-0::: co -.0 (f) o:::~ 6 0 <( 0 _J ~ 6" of Lawn and Associated Topsoil r-- 1 SM FILL (Qf): SILTY SAND, grayish brown and brown, moist, medium dense. X - 2 3 '--- - 4 SM OLD PARALIC DEPOSITS (Qop): SILTY SAND, light brown and orangish brown, fine to medium grained, moist, medium dense. 5 - - 6 CAL 42 9.6 116 - 7 - 8 9 -10 ---------------------------------------SP-POORLY GRADED SAND with SILT, light grayish brown and gray, fine to 11 SM medium grained, moist, dense. SPT 34 34 - -12 13 -14 15 - -16 SPT 37 37 - 17 -18 V GROUNDWATER encountered at 18 feet. -- 19 Liqht qrav, fine to coarse qrained. SPT 50/6" 50/6" BORING TERMINATED AT 19 FEET -20 Multi-Generational Community Center ~~ Carlsbad, California ~~-"'--c ~ SOUTHERN CALIFORNIA s0:lu SOIL & TESTING, INC. By: JGA Date: August, 2015 ',) Job Number: 150361P3-1 Figure: 1-4 LOG OF BORING B-4 Date Drilled: 7/24/2015 Logged by: AKN Equipment: IR A300, 8" Diameter Hollow Stem Auger Project Manager: TBC Surface Elevation (ft): Depth to Groundwater (ft): Not encountered SAMPLES ~ w ~ ~ (/) u~ I-13 I-z <I> (/) <( .<:: z s w g I-.... w I-(/):!: I-.....: z >-I (/) z U5 0 0 s 0::: u ~ 0 I-w w ..... <D u t:: 0 (/) > ....J 0:::~ z a_ ::J a: ::J w z I-w SUMMARY OF SUBSURFACE CONDITIONS co <.9Ui 0::: ::J <( 0 0 z s: 0::: ::J >-0 -0 I->-0::: co -.0 (/) o:::-0 0 <( 0 ....J ~ 6" of Mulch ~ 1 SM FILL (Qf): SILTY SAND, grayish brown and brown, fine to medium grained, concrete debris, moist, loose to medium dense. SA r-2 COR 3 sc OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, light brown and r---- -orangish brown, fine to medium grained, moist, medium dense. - 4 SPT 29 29 5 BORING TERMINATED AT 5 FEET 1-6 7 - 8 9 -10 11 r-12 13 -14 15 -16 17 -18 19 -20 IJJ·· Multi-Generational Community Center SOUTHERN CALIFORNIA Carlsbad, California II SOIL & TESTING, INC. By: JGA Date: August, 2015 Job Number: 150361 P3-1 Figure: 1-5 LOG OF BORING B-5 Date Drilled: 7/24/2015 Logged by: AKN Equipment: IR A300, 8" Diameter Hollow Stem Auger Project Manager: TBC Surface Elevation (ft): Depth to Groundwater (ft): Not encountered SAMPLES ~ ":$2. w ~ ({) u~ ~ f-f--z Q) (.) ({) <( .::: z c.. w g f-.... w f-({)::: f-~ ({) z U5 0 z s >- I u ~ 0 0 0::: f-w w-<D u t: 0 ({) > _J 0:::~ z a.. ::> ::> z f-w SUMMARY OF SUBSURFACE CONDITIONS (2 <!>en w <( co 0::: ::> 0 0 z 3: 0::: -0 ::> >-0 >-f-0::: co -.0 ({) o:::~ 0 0 <( 0 _J :2: 6" of Mulch IX 1 SM FILL (Qf): SILTY SAND, grayish brown and brown, fine to medium grained, concrete debris, moist, loose to medium dense. 1-2 3 sc r---OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, light brown and - 1-4 orang ish brown, fine to medium grained, moist, medium dense. SPT 22 22 5 BORING TERMINATED AT 5 FEET 1-6 7 1-8 9 1-10 11 f-12 13 f-14 15 t-16 17 1-18 19 '--20 ~·· Multi-Generational Community Center SOUTHERN CALIFORNIA Carlsbad, California II SOIL & TESTING, INC. By: JGA Date: August, 2015 Job Number: 150361 P3-1 Figure: 1-6 APPENDIX II LABORATORY TESTING APPENDIX II Laboratory tests were performed to provide geotechnical parameters for engineering analyses. The following tests were performed: • CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. • IN SITU MOISTURE AND DENSITY: The in situ moisture content and dry unit weight were determined on samples collected from the borings. The test results are presented on the boring logs in Appendix I. • GRAIN SIZE DISTRIBUTION: The grain size distribution was determined on two soil samples in accordance with ASTM 0422. Figures 11-1 and 11-2 present the test results. • ATTERBERG LIMITS: The Atterberg limits were determined on one soil sample in accordance with ASTM 04318. Figure 11-1 presents the test results. • R-VALUE: An R-value test was performed on one sample in accordance with California Test Method 301. Figure 11-3 presents the test result. • EXPANSION INDEX: The expansion index was determined on one soil sample in accordance with ASTM 04829. Figure 11-3 presents the test result. • CORROSIVITY: Corrosivity tests were performed on two samples. The pH and minimum resistivity were determined in general accordance with California Test 643. The soluble sulfate content was determined in accordance with California Test 417. The total chloride ion content was determined in accordance with California Test 422. Figure 11-3 presents the test results. • DIRECT SHEAR: A direct shear test was performed on one sample in accordance with ASTM 03080. The shear stress was applied at a constant rate of strain of 0.003 inch per minute. Figure 11-4 presents the test results. Soil samples not tested are now stored in our laboratory for future reference and analysis, if needed. Unless notified to the contrary, all samples will be disposed of 30 days from the date of this report. -~ ------------------- 100 90 I 80 I -.s::. .Ql 70 I Q) ~ I >-60 ..0 lo... Q) c 50 LL -c ~ 40 lo... Q) a. 30 20 10 U.S. standard Sieve Sizes 6" 3" 1-W' 3/4" 3/8" #4 #8#10 #16 #30 #40#50 #100 #200 ~ lllll..r----=~==--==iH--.:..:.:::j:h_=--~ ----, ---~ ~--~~-------+-------~~ -~ -~~ ---~--c---~ -c-------------+-------~--- ~ ---, -~-----~--~ -~ f------------~f-------~ ----t---~ ~--f---\~\+---------f--~ ----------, -~-~~~ ---·-----~-~-~--~ -~--~ ---i\ --~~-t----~-~--~___jl I I -~ ---~----~~ -------1/ --------=---=r------=-------+ --~-------~:------~f---= ==--=-------~~--~~-~ -~ ~ --------r -~ ----~--i-------t-- I f-------~---f--~-~------= -=-r= =--= -l_ =-~ =--= r =-=-=-L -~ =-----+ --~-~- --- -----j---------- ---~ -------+-~ ~--~--~--"-..... f---~ -------1 ~ -~ ~-~~---r-----f-------~~i"li-• = I r- 10 1 Grain Size in Millimeters -~~ -~ --~--~----- Cobbles Gravel Coarse I Fine Coarse SAMPLE LOCATION UNIFIED SOIL CLASSIFICATION: B-2 at 1 to 6 Feet SOUTHERN CALIFORNIA SOIL & TESTING, INC. DESCRIPTION Sand Medium I SM SILTY SAND By: Job Number: --~~~ -----~- Silt or Clay Fine ATTERBERG LIMITS LIQUID LIMIT NP PLASTIC LIMIT NP PLASTICITY INDEX NP Multi-Generational Community Center Carlsbad, California TBC Date: August, 2015 150361P3-1 Figure: 11-1 ~-----~~----~~~ ---- ! I U.S. Standard Sieve Sizes 6" 3" 1-%" 3/4" 3/8" #4 #8#10 #16 #30 #40#50 #100 #200 100 -... ---I -::--tlill--i ! I ". 90 -1-----------~ --------, ' -~ ! ' \ 80 ------------ ' \ --I-- \ .s::. .~70 -------------------- Cl) ' \ I 3: --.. >-60 ----i .Q i \ ""' Cl) \ .s 50 LL I \ ' -r---~ -c: I \ ~ 40 ... Cl) _I ll. ............ i""'---. 30 --- ----- 20 --~ -- 10 i I --~~ ~-- 0 ' I 1000 100 10 1 0.1 0.01 • Grain Size in Millimeters -- Cobbles Gravel Sand Silt or Clay Coarse I Fine Coarse Medium I Fine SAMPLE LOCATION UNIFIED SOIL CLASSIFICATION: SM ATTERBERG LIMITS B-2 at 0 to 3 Feet DESCRIPTION SILTY SAND LIQUID LIMIT -- PLASTIC LIMIT -- PLASTICITY INDEX -- JJE'~ Multi-Generational Community Center 1 .;1;[ -• Z if-,~<-:,>-~ SOUTHERN CALIFORNIA Carlsbad, California '" --' w Sljz SOIL & TESTING, INC. By: TBC Date: August, 2015 ·t' i,·, ~ '; --,-uJ Job Number: 150361P3-1 Figure: 11-2 R-VALUE CALIFORNIA TEST 301 SAMPLE DESCRIPTION R-VALUE B-1 at 1 to 6 Feet SILTY SAND, light brown and orangish brown 52 EXPANSION INDEX ASTM D2489 SAMPLE DESCRIPTION EXPANSION INDEX B-2 at 1 to 6 Feet SILTY SAND, brown and reddish brown 1 CLASS/FICA TION OF EXPANSIVE SOIL 1 EXPANSION INDEX POTENTIAL EXPANSION 0-20 Very Low 21 -50 Low 51-90 Medium 91 -130 High Above 130 Very High ASTM 04829 RESISTIVITY, pH, SOLUBLE CHLORIDE and SOLUBLE SULFATE SAMPLE RESISTIVITY (C-ern) pH CHLORIDE (%) SULFATE(%) B-2 at 1 to 6 Feet 3,610 8.4 0.005 0.003 B-4 at 0 to 3 Feet 1,640 7.7 0.008 0.012 SULFATE EXPOSURE CLASSES 2 Class Severity Water-Soluble Sulfate (S04) in Soil, Percent by Mass so Not applicable S04<0.10 S1 Moderate o.1o ~ so4 < o.2o S2 Severe 0.20 s so4 s 2.oo S3 Very Severe so4 > 2.oo 2 . ACI 318, Table 4.2.1 Multi-Generational Community Center ~c· SOUTHERN CALIFORNIA Carlsbad, California ,: ,_~_:_~ __ -~ ~~il SOIL & TESTING, INC. By: TBC Date: August, 2015 ,\, ,,; Job Number: 150361 P3-1 Fiqure: 11-3 6000 5000 <+:: V1 E: 4000 Vl Vl ~ 3000 Vl '-ro 2000 QJ .c Vl 1000 0 0 6000 5000 4000 <+:: Vl a. Vl Vl ~ 3000 .... Vl '-ro QJ .c Vl 2000 1000 0 0 2 4 6 Shear Strain (%) 8 10 , , , , + Peak Strength ' -51 degrees, 0 psf ' , Ill Ultimate Strength ,I ---48 degrees, 0 psf , ' , , 1000 , , , , , , , , , , 2000 , , , , , 3000 , , , , , , 4000 Confining Pressure (psf) , 5000 Confining Pressure (psf) --1075 4300 6000 Peak Ultimate SAMPLE 10: B-1 at 3 Feet OLD PARALIC DEPOSITS (Qop): SILTY SAND, light brown and orangish brown NOTES: In Situ Strain Rate: 0.003 in/min Sample was consolidated and drained SOUTHERN CALIFORNIA SOIL & TESTING, INC. 8: Job Number: <D ~----5-~~:~s_f ____ ~l ~~-----4-~~:~s_f ____ ~ c Multi-Generational Community Center Carlsbad, California TBC 150361P3-1 ust, 2015 11-4 Appendix B Infiltration Feasibility Assessment SDVOSB.DVBt May 17,2016 Ms. Chikako Terada Roesling Nakamura Terada Architects, Inc. 363 Fifth Avenue, Suite 202 San Diego, California 92101 Subject: Dear Chikako: INFILTRATION FEASIBILITY ASSESSMENT MULTI-GENERATIONAL COMMUNITY CENTER PINE AVENUE COMMUNITY PARK CARLSBAD, CALIFORNIA SCST, Inc. Corporate 1-ieadquarters 6280 Riverdale Street San Diego. CA 92120 619.280.4321 877.215.4321 619.280.4717 www.scst.com SCST No. 150361 P3.2 Report No.1 This report presents the results of the infiltration feasibility assessment SCST, Inc. (SCST) performed for the subject project. We understand the project will consist of the design and construction of an 18,000 square-foot, two-story multi-purpose, multi-generational community center building, a botanical/ornamental garden and a community garden. The proposed storm water BMP facilities consist of an 8-foot wide by 95-foot long infiltration trench beneath pervious asphalt concrete pavements at the community center parking lot and bio retention swales at the garden area. Our scope consisted of performing four borehole percolation tests in the vicinity of the proposed BMP facilities. Figure 1 presents a site location map. SITE DESCRIPTION The site is located within the existing Pine Avenue Park in the City of Carlsbad, California. The site is located north of Chestnut Avenue, east of Madison Street, west of Harding Street and south of Pine Avenue. The site is currently occupied by a senior center building, hardscape and landscape areas, hardcourt play areas, playfields and pavements for site access and parking. According to Google earth©, site elevations range from about 63 feet at the northeastern portion of the site in the area of the planned community center building to about 53 feet at the southwestern portion of the site in the area of the planned botanical/ornamental garden. FIELD EXPLORATION We explored the subsurface conditions by drilling four percolation test holes to depths between about 4 and 5 feet below the existing ground surface using a truck-mounted drill rig equipped with a hollow stem auger. Figures 2 and 3 show the approximate locations of the test holes. An SCST engineer logged the test holes and collected samples for laboratory testing. The logs of the test holes are presented in Appendix I. Soils are classified according to the Unified Soil Classification System illustrated on Figure 1-1. No groundwater or seepage was encountered in the test holes. Geotechnical tnginMring • bnvironmentaJ Science & bnginuring Speciallnspeclion & Mal•rials Testing l=acilities Consulting Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California May 17, 2016 SCST No. 150361P3.2-1 Page 2 Materials encountered at the test locations consisted of fill and old paralic deposits. The fill consists of medium dense silty sand with varying amounts of gravel. The old paralic deposits consist of medium dense clayey sand. LABORATORY TESTING Selected samples obtained from the percolation test holes were tested to evaluate pertinent soil classification and enable the development of geotechnical conclusions. The laboratory testing consisted of grain size distribution. The results of the laboratory testing and a brief explanation of the test procedure is presented in Appendix II. PERCOLATION TESTING Borehole percolation testing was performed at four locations at depths of about 4 feet and 5 feet below the existing ground surface. Percolation testing was performed by an SCST engineer in general accordance with the County of San Diego Department of Environmental Health percolation test procedure. The material encountered in the percolation test holes generally consist of medium dense clayey sand. Table 1 presents the estimated infiltration rates. Detailed results of percolation testing are presented in Appendix Ill. Table 1: Infiltration Rate Test Results Approximate Infiltration Rate Test Location Test Depth Material Type at Test Depth (inches/hour) (ft) P-1 5 CLAYEY SAND, medium dense Less than 0.1 P-2 5 CLAYEY SAND, medium dense 3.5 P-3 4 CLAYEY SAND, medium dense Less than 0.1 P-4 4 CLAYEY SAND, medium dense Less than 0.1 Evaluation of the field and laboratory test results was performed in accordance with worksheet C.4-1 of Appendix C of the Model BMP Design Manual San Diego Region. • Worksheet C.4-1 Criteria 1: The estimated reliable infiltration rate for the proposed BMP facilities 4 feet and 5 feet below the ground surface is not greater than 0.5 inches per hour. • Worksheet C.4-1 Criteria 7: Concentrated introduction of storm water into the relatively impermeable onsite materials will likely cause an increase in surface runoff. The change of seasonality of ephemeral streams is unknown. Roesling Nakamura Terada Architects, Inc. Multi-Generational Community Center Carlsbad, California May 17, 2016 SCST No. 150361P3.2-1 Page 3 Based on the testing performed at the locations described, infiltration is considered infeasible, and the sites Feasibility Screening Category is No Infiltration. If you have any questions, please call us at 619-280-4321. Respectfully Submitted, SCST, INC. Staff Engineer EM:TBC:aw Attachments: Figures Figure 1 -Site Vicinity Map Figures 2 and 3-Percolation Test Location Map Appendices Appendix I -Logs of Percolation Test Holes Appendix II-Laboratory Testing Appendix Ill-Infiltration Rate Test Results Appendix IV-Worksheet C.4-1: Categorization of Infiltration Feasibility Condition (1) Addressee via email at terada@rntarchitects.com (.) z ,. w w z S HI SCST, Inc. SITE VICINITY MAP Multi-Generational Community Center Carlsbad, California Date: May, 2016 By: JCU Job No.: 150361 P3.2 1 PROPOSED COMMUNITY CENTER F.F=62.40 SCST LEGEND: P-2 -~') Approximate Location of Percolation Test B-3 -f9') Approximate Location of Boring (SCST, 2015) PERGOLA TION TEST LOCATION MAP Mulit-Generational Community Center Carlsbad, California 0 Date: By: 40' Scale May, 2015 JCU Job No.: 150361P3.2 80' Figun. 2 SCST LEGEND: P-4 -f') Approximate Location of Percolation Test B-5 f=') Approximate Location of Boring (SCST, 2015) PERCOLATION TEST LOCATION MAP Mulit-Generational Community Center Carlsbad, California 0 0 40' Scale Date: May, 2015 By: JCU Job No.: 150361 P3.2 ~z.ti<;] (53.6hfl) I ~£[T DGST Figure: 3 80' APPENDIX I SUBSURFACE EXPLORATION APPENDIX I The subsurface conditions were explored by drilling four percolation test holes on May 3, 2016 to depths of about 4 and 5 feet below the existing ground surface using a truck-mounted drill rig. Figure 2 shows the approximate locations of the percolation test holes. The field investigation was performed under the observation of an SCST engineer who also logged the percolation test holes and obtained samples of the materials encountered. The soils are classified in accordance with the Unified Soil Classification System as illustrated on Figure 1-1. Logs of the percolation test holes are presented on Figures 1-2 through 1-5. SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP TYPICAL NAMES SYMBOL I. COARSE GRAINED, more than 50% of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines More than half of coarse fraction is GP Poorly graded gravels, gravel sand mixtures, little or no fines. larger than No. 4 sieve size but GRAVELS WITH FINES GM Silty gravels, poorly graded gravel-sand-silt mixtures. smaller than 3". (Appreciable amount of fines) GC Clayey gravels, poorly graded gravel-sand, clay mixtures. SANDS CLEAN SANDS sw Well graded sand, gravelly sands, little or no fines. More than half of coarse fraction is SP Poorly graded sands, gravelly sands, little or no fines. smaller than No. 4 sieve size. SM Silty sands, poorly graded sand and silty mixtures. sc Clayey sands, poorly graded sand and clay mixtures. II. FINE GRAINED, more than 50% of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt- (Liquid Limit less sand mixtures with slight plasticity. than 50) CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, (Liquid Limit elastic silts. greater than 50) CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. Ill. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. SAMPLE SYMBOLS LABORATORY TEST SYMBOLS Z -Bulk Sample AL -Atterberg Limits CAL -Modified California sampler CON -Consolidation - . c CK -Undisturbed hunk sample COR -Corrosivity Tests -MS -Maximum Size of Particle (Resistivity, pH, Chloride, Sulfate) -ST -Shelby Tube DS -Direct Shear - s . SPT -tandard Penetration Test sampler El -Expansion Index -MAX -Maximum Density GROUNDWATER SYMBOLS RV -R-Value v -Water level at time of excavation or as indicated SA -Sieve Analysis uc -Unconfined Compression 63 -Water seepage at time of excavation or as indicated ~0 Multi-Generational Community Center ~~> ' ''> SCST INC. Carlsbad, California -~~~ By: JCU lDate: May, 2016 ~{"~'"'-, " Job Number: 150361 P3.2 I Figure: 1-1 LOG OF PERCOLATION TEST HOLE P-1 Date Drilled: 5/3/2016 Logged by: EM Equipment: CME-75 with 8 Inch Diameter Hollow Stem Auger Project Manager: TBC Elevation (ft): 61 Y, Depth to Groundwater (ft): Not Encountered SAMPLES w ::R .;::-~ u en 0 1-3 1-z~ en <( ~ z 1-w w g 1-·;:: 1-I 1-en-o z <.9 >-en U5-w I 0 z w 0 0 0 0::: 1-w ::.::: <D 0 :5: 0 a.. en SUMMARY OF SUBSURFACE CONDITIONS > ...J 0:::~ z ~ w ::> a: ::> <.9 (/) w !::: 0 c:c z ~ 0::: z 0 ::> >e 1-::> 0 en >-c:c a: 0 0::: <( 0 0 ...J ~ 4 inches of permeable asphalt concrete over 9 inches of aggregate base. 1-1 SM FILL (Qfl: SILTY SAND, dark brown, fine to medium grained, moist, medium dense. 1-2 sc OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, brown, fine to medium grained, 1-3 moist, medium dense. ~ - 4 SA - 5 PERCOLATION TEST HOLE TERMINATED AT 5 FEET. - 6 - 7 - 8 - 9 -10 -11 -12 -13 1-14 1-15 1-16 1-17 r-18 r-19 '-20 ~tGI Multi-Generational Community Center ,~ ;<:~~l Carlsbad, California 'Ill SCST, Inc. JCU c ~:> > << By: Date: May, 2016 .•. Job Number: 150361P3.2 Figure: 1-2 LOG OF PERCOLATION TEST HOLE P-2 Date Drilled: 5/3/2016 Logged by: EM Equipment: CME-75 with 8 Inch Diameter Hollow Stem Auger Project Manager: TBC Elevation (ft): 61 Y, Depth to Groundwater (ft): Not Encountered SAMPLES w ;!2, -~ (.) CJ) 0 I-~ I-z~ CJ) <( g; z I-w w g I-·;:: I-I I-CJ)'Q z (.9 >-I CJ) z 05-0 w 0:: 0 ::.::: w 0 0 I-w <0 0 ~ 0 c... CJ) SUMMARY OF SUBSURFACE CONDITIONS > ...J 0::~ z I-w ::J 0:: ::J (.9 en w !:: <( 0 !l) z ~ 0:: z 0:: 0 ::J >e I-::J 0 CJ) >-!l) 0:: 0 0:: <( 0 0 ...J ::2: 3 inches of permeable asphalt concrete over 9 inches of aggregate base. r-1 SM FILL (Qfl: SILTY SAND with GRAVEL, dark brown, fine to medium grained, moist, medium dense. r-2 sc OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, brown, fine to medium grained, r-3 trace gravel, moist, medium dense. ~ r-4 X 1-5 PERCOLATION TEST HOLE TERMINATED AT 5 FEET. r-6 1-7 1-8 1-9 r-10 r-11 r-12 -13 -14 -15 -16 -17 -18 -19 -20 ~·· Multi-Generational Community Center SCST, Inc. Carlsbad, California situ By: JCU Date: May, 2016 n{; Job Number: 150361P3.2 Figure: 1-3 LOG OF PERCOLATION TEST HOLE P-3 Date Drilled: 5/3/2016 Logged by: EM Equipment: CME-75 with 8 Inch Diameter Hollow Stem Auger Project Manager: TBC Elevation (ft): 56Y, Depth to Groundwater (ft): Not Encountered SAMPLES w ~ n ~ Cf) () 1-c. 1-z~ Cf) <( ~ z 1-w w g 1-·;:: 1-I 1-(f)-a z C) >-I Cf) z U5-0 0 jjj 0::: 1-() w ::.::: w 0 "' () s 0 0... Cf) SUMMARY OF SUBSURFACE CONDITIONS > ....J 0:::~ z 1-w ::J 0:: ::J C) rJ) w 1-~ 0 l1l z ~ 0::: z 0 ::J >e 1-::J 0 Cf) >-l1l 0:: 0 0::: <( 0 0 ....J ::2: 6 inches of mulch and topsoil. r-1 sc OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, medium brown, fine to medium grained, moist, medium dense. r-2 - 3 R - 4 PERCOLATION TEST HOLE TERMINATED AT 4 FEET. - 5 - 6 - 7 - 8 - 9 -10 r-11 '--12 -13 -14 -15 -16 r-17 r-18 '-19 -20 ~~ Multi-Generational Community Center :·" ... --~'"h A Carlsbad, California 'II .• SCST, Inc. . . "t' II By: JCU Date: May, 2016 Job Number: 150361P3.2 Figure: 1-4 LOG OF PERCOLATION TEST HOLE P-4 Date Drilled: 5/3/2016 Logged by: EM Equipment: CME-75 with 8 Inch Diameter Hollow Stem Auger Project Manager: TBC Elevation (ft): 56 Depth to Groundwater (ft): Not Encountered SAMPLES ~ w -(/) () u 1-Eo 1-z~ (/) <( ~ z 1-w g 1-·-w I 1-(j)-o 1-G (/) z >-I () z U)-0 0 w 0::: 1-w ::.::: w 0 <0 () ~ 0 a.. (/) SUMMARY OF SUBSURFACE CONDITIONS > ....J n::!E z 1-w ::J n:: ::J G en w t:: <( 0 CD z ~ 0::: z 0::: 0 ::J >e 1-::J 0 (/) >-CD n:: 0 0::: <( 0 0 ....J :::2: 4 inches of mulch and topsoil. - 1 sc OLD PARALIC DEPOSITS (Qop): CLAYEY SAND, medium brown, fine to medium grained, moist, medium dense. - 2 - 3 R SA - 4 PERCOLATION TEST HOLE TERMINATED AT 4 FEET. - 5 - 6 - 7 - 8 - 9 -10 -11 -12 -13 1--14 1-15 1--16 1-17 1--18 1--19 '-20 ~c~ Multi-Generational Community Center SCST, Inc. Carlsbad, California !lil By: JCU Date: May, 2016 :::j Job Number: 150361P3.2 Figure: 1-5 APPENDIX II LABORATORY TESTING APPENDIX II Laboratory tests were performed to provide geotechnical parameters for engineering analyses. The following tests were performed: • CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. • GRAIN SIZE DISTRIBUTION: The grain size distribution was determined on one sample in accordance with ASTM 0422. Figure 11-1 and 11-2 presents the test results. U.S. Standard Sieve Sizes I 6" 3" 1-W' 3/4" 3/8" #4 #8 #10 #16 #30 #50 #100 #200 J 100 ~-I I -~ I -------·----1 -I Sieve %Passing 90 ---i • -- --1 3/8" 100% ~--\-I #4 95% 80 ·-----! I #8 92% I : I #16 91% I -70 I . ---------#30 87% --\-.c i ' C) ' i #50 66% ---___J_ -------·a; I 3: 60 I #100 40% -----------------------\ -- >. #200 31% .c r--------I \ i ... I Hydrometer Q) 50 I ---I s:::: \ ! 0.05 mm 30% LL r--\. -I 0.005 mm 20% ' s:::: 40 -------Q) ' I 0.001 mm 13% ~ ------ -----1 Q) ; ........ ~A D.. 30 ----------==----I ' I ! ---' I 20 --~-~----1 I 10 ~ ____ l_ I I --r--------------------1 0 ' I I I I I I I I 1000 100 10 1 #40 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay Coarse I Fine Coarse I Medium J Fine SAMPLE IDENTIFICATION UNIFIED SOIL CLASSIFICATION: sc P-1 at 3 to 5 Feet DESCRIPTION CLAYEY SAND mi CJ Multi-Generational Community Center :Z -~ ;: Carlsbad, California ll SCST, Inc. -.u IlL i3 By: EM Date: May, 2016 z -"' Job Number: 150361 P3.2-1 Figure: 11-1 U.S. Standard Sieve Sizes I 6" 3" 1-Y2" 3/4" 3/8" #4 #8 #10 #16 #30 #50 #100 #200 I 100 ji --------~--= f l -·~ ------ I 1111111" ... Sieve %Passing 90 -----~-------------~----\ I 3/8" 100% -r------------= t I \ I #4 99% 80 -\ #8 98% ----#16 94% ~ ~ I ---' -70 --#30 93% J: \ C') #50 73% Q) l ;: 60 -------#100 45% -\ ~ #200 34% .c ------1-------... Hydrometer Q) 50 -------~-~ --f----------r:::: 0.05 mm 33% ·-LL --------' 0.005 mm 21% r:::: 40 -----Q) " I 0.001 mm 13% CJ ~A ... --------- Q) D.. ..... 30 ---------~--- -------I -~--------~ 20 --------~~ I --------- I 10 ---~ r--------I 0 ~1 j_____l_________j- 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay Coarse I Fine Coarse I Medium J Fine SAMPLE IDENTIFICATION UNIFIED SOIL CLASSIFICATION: sc P-4 at 2~ to 4 Feet DESCRIPTION CLAYEY SAND II :_') Multi-Generational Community Center z i:2 Carlsbad, California '<U SCST, Inc. i.J.l i ~~~ By: EM Date: May, 2016 Job Number: 1503631 P3.2-1 Figure: 11-2 APPENDIX Ill INFILTRATION RATE TEST RESULTS APPENDIX Ill We performed falling head borehole percolation testing at four locations (P-1 through P-4) in general conformance with Appendix C of the Model BMP Design Manual for San Diego Region. The percolation test holes were prepared for testing by placing about 6 inches of pea gravel in the bottom of the test hole and then installing a 4-inch diameter solid PVC pipe from the top of the pea gravel to about Yz to 1 foot above the ground surface. Pea gravel was placed in the annular space between the PVC pipe and the percolation test hole sidewall between the depths of about 4Yz feet and 2Yz feet below the ground surface; hydrated bentonite chips were placed above about 2Yz feet. Prior to starting the percolation testing, the test holes were presoaked overnight (approximately 16 hours) by filling the holes with water. The percolation testing was performed immediately after presoaking by filling the test holes with clean potable water to approximately 6-inches above the bottom of the PVC pipe and measuring the drop in the water level every 10 minutes or 30 minutes, depending on the rate of infiltration, until a constant rate was established. Figures 111-1 through 111-4 present the results of the testing. Report of Falling Head Borehole Percolation Testing Storm Water Infiltration Project Name: Multi-Generational Community Center Test Location Number: P-1 Job Number: 150361P3.2 Tested By: EM Date Drilled: 5/3/2016 Date Tested: 5/4/2016 Drilling Method: CME-75 with 8-inch Diameter Hollow-Stem Auger Presoak Time: 20 Hours Drilled Depth: Approximately 5 Feet Solid Pipe Interval: 0-5 Feet Solid Pipe Diameter: 41nches Hole Diameter: 81nches Initial Level Final Level Change in Percolation Reading Time Interval (min) (in) (in) Level (in) Rate (min/in) 1 8:26 0:30 33 1/2 33 1/2 0.0 -8:56 2 8:56 0:30 33 1/2 9:26 33 5/8 0.1 240 3 9:26 0:30 33 5/8 33 5/8 0.0 -9:56 4 9:56 0:30 33 5/8 33 3/4 0.1 240 10:26 5 10:26 0:30 33 3/4 33 7/8 0.1 240 10:56 6 10:56 0:30 33 7/8 33 7/8 0.0 -11:26 7 11:26 0:30 33 7/8 34 0.1 240 11:56 8 11:56 0:30 34 12:26 34 1/8 0.1 240 Uncorrected Percolation Rate: 240 min/in 0.2 in/hr I Gravel Correction Factor: 1.951 Corrected Percolation Rate: 123.0 min/in 0.1 in/hr I Estimated lnfiltation Rate*: Less than 0.1 in/hr I * Infiltration rates estimated using the Prochet Method on borehole percolation data. ~I;~ Multi-Generational Community Center SCST, Inc. Carlsbad, California 'SO~ By: EM Date: May, 2016 Job No: 150361P.2-1 Figure: -111-1 Report of Falling Head Borehole Percolation Testing Storm Water Infiltration n•oject Name: Multi-Generational Community Center Test Location Number: P-2 Number: 150361P3.2 Tested By: EM uate Drilled: 5/3/2016 Date Tested: 5/4/2016 Drilling Method: CME-75 with 8-inch Diameter Hollow-Stem Auger Presoak Time: 20 Hours Drilled Depth: Approximately 5 Feet Solid Pipe Interval: 0-5 Feet Solid Pipe Diameter: 41nches Hole Diameter: 81nches Initial Level Final Level Change in Percolation Reading Time Interval (min) (in) (in) Level (in) Rate (min/in) 1 8:24 0:30 56 2/5 62 2/5 6.0 5 8:54 2 8:55 0:10 56 2/5 58 4/5 2.4 4 9:05 3 9:06 0:10 57 3/5 59 2/5 1.8 6 9:16 4 9:17 0:10 57 3/5 59 3/5 2.0 5 9:27 5 9:28 0:10 56 2/5 58 4/5 2.4 4 9:38 6 9:39 0:10 56 5/7 59 2.3 4 9:49 7 9:50 0:10 55 1/5 57 4/5 2.6 4 10:00 10:02 8 10:12 0:10 55 4/5 58 4/5 3.0 3 9 10:13 0:10 57 3/5 59 1/5 1.6 6 10:23 10 10:25 0:10 57 3/5 59 1/5 1.6 6 10:35 11 10:38 0:10 57 3/5 59 1.4 7 10:48 12 10:53 0:10 57 3/5 58 4/5 1.2 8 11:03 13 11:04 0:10 57 3/5 58 4/5 1.2 8 11:14 14 11:15 0:10 57 3/5 58 4/5 1.2 8 11:25 Uncorrected Percolation Rate: 5 min/in 14.0 in/hr I Gravel Correction Factor: 1.951 Corrected Percolation Rate: 2.4 min/in 7.1 in/hr I Estimated lnfiltation Rate*: 3.5 in/hr I 'filtration rates estimated using the Prochet Method on borehole percolation data. ~ Multi-Generational Community Center SCST, Inc. Carlsbad, California ?s·u By: EM Date: May, 2016 Job No: 150361P3.2-1 Figure: 111-2 Report of Falling Head Borehole Percolation Testing I Storm Water Infiltration Project Name: Multi-Generational Community Center Test Location Number: P-3 Job Number: 150361P3.2 Tested By: EM Date Drilled: 5/3/2016 Date Tested: 5/4/2016 Drilling Method: CME-75 with Hollow-Stem Auger Presoak Time: 20 Hours Drilled Depth: Approximately 4 Feet Solid Pipe Interval: 0-4 Feet Solid Pipe Diameter: 41nches Hole Diameter: 81nches Interval Initial Level Final Level Change in Percolation Reading Time (min) (in) (in) Level (in) Rate (min/in) 1 13:50 0:30 30 30 0.0 -14:20 2 14:20 0:30 30 30 0.0 -14:50 3 14:50 0:30 30 30 0.0 -15:20 4 15:20 0:30 30 30 0.0 -15:50 5 15:50 0:30 30 30 0.0 -16:20 6 16:20 0:30 30 30 0.0 -16:50 7 16:50 0:30 30 30 0.0 -17:20 Uncorrected Percolation Rate: -min/in 0.0 in/hr I Gravel Correction Factor: 1.951 Corrected Percolation Rate: -min/in 0.0 in/hr I Estimated lnfiltation Rate*: Less than 0.1 in/hr I * Infiltration rates estimated using the Prochet Method on borehole percolation data. II " Multi-Generational Community Center z "' Carlsbad, California w SCST, Inc. iii II~ By: EM Date: May, 2016 Job No: 150361P3.2-1 Figure: 111-3 1 I Report of Falling Head Borehole Percolation Testing Storm Water Infiltration Project Name: Multi-Generational Community Center Test Location Number: P-4 Job Number: 150361P3.2 Tested By: EM Date Drilled: 5/3/2016 Date Tested: 5/4/2016 Drilling Method: CME-75 with Hollow-Stem Auger Presoak Time: 20 Hours Drilled Depth: Approximately 4 Feet Solid Pipe Interval: 0-4 Feet Solid Pipe Diameter: 4 Inches Hole Diameter: 8 Inches Interval Initial Level Final Level Change in Percolation Reading Time (min) (in) (in) Level (in) Rate (min/in) 1 13:46 0:30 35 1/4 35 1/2 0.3 12 14:16 2 14:16 0:30 35 1/2 35 5/8 0.1 24 14:46 3 14:46 0:30 35 5/8 15:16 35 3/4 0.1 24 4 15:16 0:30 35 3/4 15:46 35 7/8 0.1 24 5 15:46 0:30 35 7/8 36 0.1 24 16:16 6 16:16 0:30 36 36 1/8 0.1 24 16:46 7 16:46 0:30 35 1/2 35 5/8 0.1 24 17:16 Uncorrected Percolation Rate: 24 min/in 0.3 in/hr I Gravel Correction Factor: 1.951 Corrected Percolation Rate: 12.3 min/in 0.1 in/hr I Estimated lnfiltation Rate*: Less than 0.1 in/hr I * Infiltration rates estimated using the Prochet Method on borehole percolation data. fl. <.J Multi-Generational Community Center z ;: Carlsbad, California :.w SCST, Inc. alii~ By: EM Date: May, 2016 I Job No: 150361P3.2-1 Figure: 111-4 APPENDIX IV APPENDIX IV WORKSHEET C.4-1: CATEGORIZATION OF INFILTRATION FEASIBILITY CONDITION Part 1 -Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria 1 Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appenclix D. Provide basis: Yes No D Result~ (II' lntiltration testing conducted within the lt1olprint of and at the design depth of the prop<lSCd infiltration racilitic~ indicate infiltration rates generally lcs~ than 0 1 inches per hour. Summarize finclings of stuclies; provide reference to stuclies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: D Given 1 he impermeable nature of the subsurface material:-; at the site, any in fi ltrat!Oil will result in slwlh)w latcnll migration of the introduced water resulting in negative impacts to retaining walls. foundations ami surface improvements. Therefore. SCST does not rccumrncnd infiltration at the site. Summarize finclings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative cliscussion of study I data source applicability. Criteria 3 Screening Question Can inftltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: t\.rJL .ipplicabll'. I\l) intihr:nion is n cumrncnch:d fnr the project (refer tu Crireri:1 2 <Ibn\ l."). Yes No D Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability. 4 Can inftltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: D Concentrated introduction ol'stllrm water into the impermeable onsite materials will likely cause an mcr~ase in surf:.)cc runoff. The change ofsea~onality of~phemeral str~ams is unknown. Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability. Part 1 Result* If all answers to rows 1 -4 are ''Yes" a full inftltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is "No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full inftltration" design. Proceed to Part 2 *To be completed us1ng gathered stte tnformatton and best professional Judgment cons1denng the definition of MEP tn the MS4 Permit. Additional testing and/ or studies may be required by the City Engineer to substantiate findings Part 2-Partial Inflltration vs. No Infiltration Feasibility Screening Criteria Would inflltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No 0 Obsct·ved infiltration rates of less than 0.1 inches per hour were recorded at the site. Planned storm water management devices should be designed with the observed infiltration rate as a design t'llctor. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: 0 Based Pn the location ()f the proposed infiltration facility in the planned garden area. inJ[ltration at the site that acctllllmodatco; the observed in(lltration rates will not increase risk of geologic hazards. However. due to the proximity or planned improvements. there is a nsk of geotechnical hazards caused by shallov\ latcraltnigration of' the introduced water at the infiltration facility located near the proposed multi-generationa I cornmun ity center building. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates. Criteria 7 Form I-8 Page 4 of4 Screening Question Can Inftltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes No D Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low inftltration rates. 8 Can inftltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Dovvnstream vvater rights arc not believed to be a potential issue for this project. D Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low inftltration rates. Part 2 Result* If all answers from row 1-4 are yes then partial inftltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then inftltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. *To be completed ustng gathered stte tnformatlon and best professtonal judgment constdertng the definicion of MEP in the MS4 Permit. Additional testing and/ or studies may be required by the City Engineer to substantiate findings Appendix C Review of Plans and Specifications SDVOSB.DVBt: August22, 2016 Rommel Olaes Roesling Nakamura Terada Architects, Inc. 363 Fifth Avenue, Suite 202 San Diego, California 92101 Subject: REVIEW OF PLANS AND SPECIFICATIONS PINE AVENUE PARK COMMUNITY CENTER & GARDENS 3209 HARDING STREET CARLSBAD, CALIFORNIA SCST, Inc. Corporate l-leadquarters 6280 Riverdale Street San Diego, CA 92120 619.280.4321 877.215.4321 619.280.4717 www.scst.com SCST No. 150361 P3 Report No.2 References: 1. BergerABAM (2016), Grading and Drainage Plans, Pine Avenue Park Community Center & Gardens, Drawing No. 493-3A, July 21. 2. Construction Documents (undated), Section 31200, Earth Moving, Pine Avenue Park Community Center and Gardens. 3. kpff (2016), Foundation Plan, Pine Avenue Park Community Center & Gardens, Drawing No. 493-3A, July 14. 4. Southern California Soil & Testing, Inc. (2015), Geotechnical Investigation, Multi- Generational Community Center, Pine Avenue Park, Carlsbad, California, SCST No. 150361 P3-1, July 3. Dear Rommel: This letter confirms that SCST, Inc. reviewed the project grading plans, earthwork specifications, and foundation plan, References 1 through 3. In our opinion, the plans and specifications are prepared in accordance with the recommendations contained in the project geotechnical report, Reference 4. If you have any questions, please call me at (619) 280-4321. Respectfully submitted, SCST, INC. ~}}-.,. £~as B. Canady, Principal Engineer (1) Addressee via e-mail at olaes@rntarchitects.com Geotechnical tnginll!ering fnvlronmenlal Scienee & tngineering Spadallnspedion & Materiels Te,.ling l=acililles Consulting Appendix D Storm Water Pollution Prevention Plan (SWPPP) STORM WATER POLLUTION PREVENTION PLAN (SWPPP) RISK LEVEL 1 FOR Pine Avenue Park Community Center & Gardens Prepared For: City of Carlsbad Land Development Department 1635 Faraday Avenue Carlsbad, CA 92008 Contractor: TBD Site Location: 3209 Harding Avenue Carlsbad, CA 92008 SWPPP Prepared by: rABAM 10525 Vista Sorrento Parkway, Suite 350 San Diego, CA 92121 (858) 500-4500 FAX: (858) 500-4501 SWPPP Preparation Date: May 2016 Estimated Project Dates: Start of Construction: December 2016 Completion of Construction: December 2017 WOlD: Role Legally Responsible Person (LRP) Design Qualified SWPPP Developer (QSD) Qualified SWPPP Developer (QSD) during Construction Qualified SWPPP Practitioner (QSP) On-site Manager On-Site Superintendent 24-hour Emergency Contact Name Kevin Crawford Steven Lewis, PE, QSD Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Responsible Parties Company Phone Email City of 760-434-2821 manager@carlsbadca. gov Carlsbad BergerABAM 858-500-4591 Steven. Lewis@abam.com *Refer to Tab M for a complete Contractor/ Subcontractor List 2 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 TABLE OF CONTENTS Qualified SWPPP Developer's (QSD) Certification of Storm Water Pollution Prevention Plan (SWPPP) ............................................................................................. 8 Qualified SWPPP Practitioner's (QSP) Certification of Storm Water Pollution Prevention Plan (SWPPP) ............................................................................................. 9 Legally Responsible Person's (LRP) Certification of Storm Water Pollution Prevention Plan (SWPPP) ........................................................................................... 10 SECTION 1 SWPPP Requirements ......................................................................... 11 1.1 Introduction ...................................................................................................... 11 1.2 Acronym and Abbreviations ............................................................................. 11 1.3 Permit Registration Documents ....................................................................... 12 1.4 SWPPP Availability and Implementation ......................................................... 12 1.5 SWPPP Amendments ...................................................................................... 13 1.6 Retention of Records ....................................................................................... 13 1. 7 Required Non-Compliance Reporting .............................................................. 13 1.8 Annual Report .................................................................................................. 14 1. 9 Changes to Permit Coverage ........................................................................... 14 1.10 Notice of Termination ................................................................................ 14 SECTION 2 Project Information .............................................................................. 16 2.1 Project and Site Description ............................................................................. 16 2.1. 1 Site Details ................................................................................................ 16 2.1.2 Existing Site Conditions ............................................................................. 16 2.1.3 Proposed Site Conditions .......................................................................... 17 2.1.4 Existing Soil Conditions ............................................................................. 17 2.1.5 Receiving Water Information ..................................................................... 18 2.1.6 Wetlands & Surface Waters ...................................................................... 19 2.1. 7 Hazardous/Toxic Wastes or Spill History ................................................... 19 2.2 Stormwater Run-On from Offsite Areas ........................................................... 19 2.3 Findings of the Construction Site Sediment and Receiving Water Risk Determination ............................................................................................................ 19 3 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 2.3.1 Construction Site Risk Determination ........................................................ 19 2.3.2 Sediment Risk Factor: General ................................................................. 19 2.3.3 Sediment Risk Factor: Pine Avenue Park Community Center & Gardens. 20 2.3.4 Receiving Water Risk Factor: General ...................................................... 20 2.3.5 Receiving Water Risk Factor: Pine Avenue Park Community Center & Gardens .................................................................................................................. 21 2.3.6 Project Risk Level: Pine Avenue Park Community Center & Gardens ...... 21 2.5 Potential Construction Site Pollutant Sources .................................................. 22 2.6 Identification of Non-Stormwater Discharges ................................................... 23 SECTION 3 Best Management Practices ................................................................ 26 3.1 Schedule for BMP Implementation .................................................................. 26 3.2 Erosion Control and Sediment Control. ............................................................ 26 2.3.1 Schedule of BMP Implementation ............................................................. 26 3.2.1.1. Schedule of BMP Implementation during Dry Season ........................... 27 3.2.1.2. Schedule of BMP Implementation during Wet Season .......................... 27 2.3.2 Onsite Availability of Temporary Erosion and Sediment Control Material. 28 2.3.3 Pre-Construction ........................................................................................ 28 2.3.4 Erosion Control .......................................................................................... 28 2.3.5 Sediment Control ....................................................................................... 29 2.3.6 Drainage Control ....................................................................................... 30 2.3.7 Wind Erosion Control ................................................................................ 31 2.3.8 BMPs to Minimize Off-Site Tracking .......................................................... 32 2.3.9 Permanent Site Stabilization ..................................................................... 32 2.3.10 lnactiveAreas ............................................................................................ 33 2.3.11 Non-active Slopes ..................................................................................... 33 2.3.12 Active Slopes ............................................................................................. 33 3.3 Non Stormwater and Material Management .................................................... 33 3.3.1 Non Stormwater Management.. ................................................................. 33 3.3.2 Non-Stormwater Management Maintenance ............................................. 34 3.3.3 Non-Stormwater Management Inspection ................................................. 35 3.3.4 Non-Stormwater Management Reporting .................................................. 35 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 3.3.5 Material Management ................................................................................ 35 3.3.6 Hazardous Products/ Waste ...................................................................... 37 3.3. 7 Product Specific Practices ......................................................................... 38 SECTION 4 BMP Inspection, Maintenance ............................................................. 41 4.1 BMP Inspection and Maintenance (during construction) .................................. 41 SECTION 5 Training ................................................................................................. 44 5.1 Training ............................................................................................................ 44 SECTION 6 Responsible Parties and Operators ................................................... 45 6.1 Responsible Parties ......................................................................................... 45 6.2 Contractor List. ................................................................................................. 48 SECTION 7 Construction Site Monitoring Program .............................................. 49 7.1 Purpose ............................................................................................................ 49 7.2 Overview of Monitoring Requirements ............................................................. 49 7.3 Implementing the Construction Site Monitoring Program ................................. 49 7.4 Construction Site Monitoring ............................................................................ 50 7.5 Monitoring Locations ........................................................................................ 50 7.6 Health and Safety ............................................................................................ 50 7.7 Visual Monitoring (Inspections) ........................................................................ 51 7.7.1 BMP Inspections ........................................................................................ 51 7.7.2 Qualifying Rain Event Inspections ............................................................. 52 7. 7.3 Pre-Rain Event Inspection ......................................................................... 52 7.7.4 Post-Rain Event Inspection ....................................................................... 53 7.7.5 Non-Stormwater Discharges Inspections .................................................. 53 7.8 Water Quality Sampling and Analysis Procedures ........................................... 54 7.8.1 Potential Pollutant Sources ....................................................................... 54 7.8.2 Sediment and Turbidity .............................................................................. 54 7.8.3 High pH ...................................................................................................... 55 7.8.4 Non-Visible Pollutants ............................................................................... 55 7.8.5 Monitoring Constituents by Risk Level ....................................................... 55 7.9 Quality Assurance/Quality Control ................................................................... 56 7.9.1 Quality Assurance/Quality Control of Field Measurements ....................... 56 5 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 7.9.2 Quality Assurance/Quality Control of Laboratory Analysis ........................ 57 7.9.3 Duplicate Samples ..................................................................................... 57 7.9.4 Blank Samples ........................................................................................... 58 7. 1 0 Data Management ..................................................................................... 60 7.10.1 Field Data Screening and Validation ......................................................... 60 7.11 Sampling Locations ................................................................................... 61 7.11.1 Stormwater Runoff ..................................................................................... 61 7.11.2 Non-Stormwater Runoff ............................................................................. 61 7.11.3 Receiving Water ........................................................................................ 61 7.11.4 Non-Visible Pollutant Monitoring ................................................................ 62 7.11.5 Sample Collection and Handling ............................................................... 62 7.11.6 Analytical Methods, Laboratories, and Field Meters .................................. 64 7.12 Watershed Monitoring Option .................................................................... 67 7.13 Monitoring Exemptions .............................................................................. 67 7. 14 Records Retention ..................................................................................... 67 7.15 Summary of Risk Level 2 Monitoring Requirements ... Error! Bookmark not defined. SECTION 8 Post-Construction Activities .................................................................. 69 8.1 Selection and Location of Post Construction BMPs ......................................... 69 8.1.1 Detention Basin (Permanent BMP) ........................................................... 69 8.2 Stormwater Management Measures ................................................................ 69 8.2.1 Parking Lots, Driveway, and Sidewalks ..................................................... 69 8.2.2 Roof Runoff ............................................................................................... 70 8.2.3 Sand Filter Basin ......................................... Error! Bookmark not defined. 8.3 Sizing of Post-Construction BMPs/ LIDs .......................................................... 70 8.4 Post-Construction BMP/ LID Inspection and Maintenance .............................. 70 (j Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 TABS A. Original Permit Registration Documents including Waste Discharge Identification (WDID) Number, Notice of Intent (NOI), Risk Assessment, Vicinity Map B. Reference Copy of Construction General Permit Order No. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-2006-DWQ for Storm Water Discharges Associated with Construction Activities with Attachment D (Risk Level 2) C. SWPPP Amendments/Revisions/ Modifications D. Non-Compliance Reporting I Annual Report Requirements E. Changes to Permit Coverage F. Notice of Termination G. Construction Schedule H. Fact Sheets I Details I. Erosion Control Plan(s) J. Visual Inspection Field Log Sheet I Effluent Sampling Field Log Sheet K. Training/ Training Reporting Form L. Qualified Personnel/ Responsible Parties and Contact Information M. Contractor/ Subcontractor List N. REAP Template (Not Required for Risk Level 1) 0. QSD and QSP Certificate P. Annual Report 2015/2016 Q. Wetlands Exhibit R. Sampling Log, Sampling Guidance (Not Required for Risk Level1) S. NOOA Instructions T. Post Construction BMP Site Plan U. List of References 7 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Qualified SWPPP Developer's (QSD) Certification of Storm Water Pollution Prevention Plan (SWPPP) "I certify under a penalty of law that this document was prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Steven Lewis, PE, QSD QSD License# 25637 erABAM 10525 Vista Sorrento Parkway, Suite 350 San Diego, CA 92121 (858) 500-4500 FAX: (858) 500-4501 05-19-2016 Date 8 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Qualified SWPPP Practitioner's (QSP) Certification of Storm Water Pollution Prevention Plan (SWPPP) "I have read this SWPPP and am familiar with its contents and requirements. I acknowledge the necessary resources required for implementation of this SWPPP and meet the required certifications necessary to implement it. Upon review of this SWPPP, I am willing and authorized to fully commit resources to implement and enforce this SWPPP." QSP Date QSP License # 9 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Legally Responsible Person's (LRP} Certification of Storm Water Pollution Prevention Plan (SWPPP} "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information including the possibility of fine and imprisonment for knowing violations. I and/or personnel acting under my direction and supervision have reviewed this SWPPP and find that it meets the requirements of the State Water Resources Control Board (SWRCB), National Pollution Discharge Elimination System (NPDES) General Permit for Stormwater Discharges Associated with Construction Activities. I have reviewed this SWPPP which has been uploaded to SMARTS." Kevin Crawford, LRP City of Carlsbad Date 10 SECTION 1 SWPPP Requirements 1.1 Introduction Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Pine Avenue Park Community Center & Gardens project site is located at 3209 Harding Avenue in the City of Carlsbad, San Diego County, in the State of California. The project location is shown on the Vicinity Map included under Tab A. The SWPPP has been prepared to comply with the California's General Permit for Storm Water Discharges Associated with Construction and land Disturbance Activities (General Permit). This project is required to be permitted under the State Water Resources Control Board (SWRCB) Order No. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-2006- DWQ for the General Permit. A reference copy of the General Permit is included under Tab B. This SWPPP has been designed to address the following objectives: 1. All pollutants and their sources, including sources of sediment associated with construction, construction site erosion and all other activities associated with construction activity are controlled. 2. If not otherwise required to be under a Regional Water Quality Control Board (RWQCB) permit, all non-stormwater discharges are identified and either eliminated, controlled or treated. 3. Site BMPs are effective and result in the reduction or elimination of pollutants in stormwater discharges and authorized non-stormwater discharges from construction activity to the Best Available Technology/Best Control Technology (BAT/BCT) standard. 4. Calculations and design details as well as BMP controls for site run-on are complete and correct. 5. Stabilization BMPs installed to reduce or eliminate pollutants after construction are completed. 6. Post-Construction BMPs include Low Impact Design (LID) which are intended to reduce or eliminate pollutants after construction is completed. 7. BMP inspection, Visual Monitoring, Rain Event Action Plan (REAP) and Construction Site Monitoring Program (CSMP) requirements are identified and comply with the General Permit. 1.2 Acronym and Abbreviations Municipal Separate Storm Sewer System (MS4) -A conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, storm water, or 11 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or designated and approved management agency under section 208 of the CWA that discharges to waters of the United States; (ii) Designated or used for collecting or conveying storm water; (iii) Which is not a combined sewer; (iv) Which is not part of the Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.26. 1.3 Permit Registration Documents The Permit Registration Documents for the Pine Avenue Park Community Center & Gardens project will be submitted by the Legally Responsible Person (LRP), Jason Simpson. Permit Registration Documents include the following items in addition to the SWPPP: 1. Notice of Intent (NOI) 2. Risk Assessment (Construction Site Sediment & Receiving Water Risk Determination): 3. Vicinity Map 4. Calculated Annual Fee based on a total area of 3 acres: $ __ (If the contractor decides to use additional area as i.e. laydown area, parking or staging area, the Annual Fee may change and a Change of Information (COl) must be filed.) 5. Signed Certification Statement A copy of these items (excluding the Fees) is included in Tab A. Some projects may require the following items: however they are not required for this project: 1. Active Treatment System (ATS) plan An Active Treatment System (ATS) plan is not planned for this project. 2. Soil particle size analysis if dischargers proposing an alternate (site specific) risk justification The Pine Avenue park Community Center & Gardens project dischargers are not proposing an alternative project risk justification to determine the RUSLE K-factor. 1.4 SWPPP Availability and Implementation The General Permit (Section XIII. C) requires the SWPPP be available at the construction site during working hours while construction is occurring and shall be made available upon request by a State of Municipal inspector. When the original SWPPP is retained by a crewmember in a construction vehicle and is not currently at the construction site, current copies of the BMPs and map/drawing shall be left with the field crew and the original SWPPP shall be made available via a request by radio/telephone. The SWPPP shall be implemented concurrently with the start of ground disturbing activities. 12 1.5 SWPPP Amendments Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 The General Permit requires that the SWPPP be amended or revised by a QSD (Section XIV. A) and that the SWPPP include a listing of the date of initial preparation and the date of each amendment. Amendments must be signed by a QSD (V/1.8.6). It is recommended that all amendments be dated, directly attached to the SWPPP and logged in the SWPPP under Tab C. 1.6 Retention of Records The General Permit (Section 1.1.69 and IV. G) requires that all dischargers maintain a paper or electronic copy of all required records for three years from the date generated or date submitted, whichever is last. These records must be available at the construction site until construction is completed. The discharger shall furnish the RWQCB, SWRCB, or US Environmental Protection Agency (EPA), within a reasonable time, any requested information to determine compliance with this General Permit. The documents will be kept in a box/on disk in the jobsite trailer with appropriate dates labeled and in a designated area. Information beyond the three years will be retained offsite through completion of the project at Notice of Termination (NOT). 1.7 Required Non-Compliance Reporting The General Permit identifies several area of non-compliance reporting. It is the responsibility of the permittee to properly document reportable discharges or other violations of the General Permit. Exceedances and violations shall be reported using the SMARTS system and include the following: • Numeric Action Level (NAL) exceedances (NAL Exceedance Report upon request of the RWQCB) no later than 10 days after conclusion of storm event. • Self-reporting of any other discharge violations or to comply with RWQCB enforcement actions. • Discharges which contain a hazardous substance in excess of reportable quantities established in 40 CFR/117.3 and 302.4, unless a separate NPDES Permit has been issued to regulate those discharges. In the event of the exceedance of a NAL, document the subsequent site evaluation in the SWPPP (Section V. C4). Documentation of all reportable exceedances shall be included in the SWPPP under Tab D. Also include the results of an NAL exceedance site evaluation along with other non-compliance events in the SWPPP under Tab D. The documentation shall include reference to the source of the exceedance whether related to construction activities or run-on. 13 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 1.8 Annual Report The General Permit requires that all permittees prepare, certify. and electronically submit an Annual Report no later than September 1 of each year. Reporting requirements are identified in Section XVI of the General Permit and include (but are not limited to) providing a summary of: 1) Sampling and analysis results including laboratory reports, analytical methods and reporting limits and chain of custody forms (required since this project is Risk Level2) 2) Corrective actions and compliance activities, including those not implemented 3) Summary of violations of the General Permit 4) Name(s) of the inspector(s) 5) Date, place, time for all sampling. inspections and field measurement activities 6) Visual observation and sample collection exception records 7) Training documentation of all personnel responsible for General Permit compliance activities These are annual report requirements. The goal is to make site personnel aware of required data collection and reporting elements. The QSP shall fill out the annual report in SMARTS. 1.9 Changes to Permit Coverage The General Permit (Section II.C) allows a permittee to reduce or increase the total acreage covered under the General Permit when a portion of the project is complete and/or conditions for termination of coverage have been met; when ownership of a portion of the project is sold to a different entity; or when new acreage is added to the project. To change the acreage covered, the permittee must electronically file modifications to PRDs revised NOI, Vicinity Map, SWPPP revisions as appropriate, and certification that new landowners have been notified of applicable requirements to obtain permit coverage (including name, address, phone number, and e-mail address of new landowner) in accordance with requirements of the General Permit within 30 days of a reduction or increase in total disturbed area. Include any updates to PRDs submitted via SMARTS in the SWPPP under Tab E. Document any related SWPPP revisions/amendments (Section II.C2) in the SWPPP under Tab C. 1.10 Notice of Termination To terminate coverage under the General Permit, a Notice of Termination (NOT) must be submitted electronically via SMARTS. A "final site map" and photos are required to be submitted with the NOT. Filing a NOT certifies that all General Permit requirements have been met. The NOT is submitted when the construction project is complete and within 90 days of meeting all General Permit requirements for termination and final stabilization (Section II.D) including: 14 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 • The site will not pose any additional sediment discharge risk than it did prior to construction activity. • All construction related equipment, material and any temporary BMPs no longer needed are removed from the site. • Post-construction stormwater management measures/LIDs are installed and a long- term maintenance plan that is designed for a minimum of five years has been developed. • There is no potential for construction-related storm water pollutants to be discharged into site runoff The NOT must demonstrate through photos and 70°/o final cover method (no computational proof required) that the project meets all of the requirements of Section 11.0.1 of the General Permit. Items submitted electronically via SMARTS shall also be placed under Tab F. 15 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 SECTION 2 Project Information 2.1 Project and Site Description Pine Avenue Park Community Center & Gardens project site is located at 3209 Harding Avenue in the City of Carlsbad, San Diego County, in the State of California. The project location is shown on the Vicinity Map included under Tab A. 2.1.1 Site Details Project Name: Pine Avenue Park Community Center & Gardens Total Disturbed Area: -3.0 Acres Project Address: 3209 Harding Avenue, Carlsbad, CA 92008 Latitude/Longitude: 33.15741, -117.34200 Anticipated project start date: December 2016 Anticipated project completion date: December 2017 Average annual rainfall for Carlsbad: 10.70 inches. No offsite run-on is anticipated for this project. 2.1.2 Existing Site Conditions The project site is approximately 11.77 acres of contiguous property and is surrounded by developed property to the north, south, east and west. The existing pervious area for the 3.00 acres hydrology area is approximately 69%; the existing impervious area is approximately 31°/o. Site topography is relatively flat, with approximately 7 feet of vertical difference from northeast to southwest over a distance of 1,050 feet (-0.66°/o). The project's limit of work is defined mainly in two areas; l . Parking lot and existing building: This area falls in the northeastern end of the overall Pine Avenue Community Center & Garden site. Topographically, the parking lot and areas surrounding the building slope east toward Harding Street. Runoff in this area is collected by a series of existing inlets discharging into an 18" RCP private storm drain which connects to an existing public 48 inch RCP storm drain on Harding Street. The existing site surface features in this area include an asphalt paved parking lot and a relocatable building surrounded with hardscape and landscape. 2. Empty lots, gardens and alley: This area falls in the southwestern end of the overall Pine Avenue Community Center & Gardens site. Topographically, the empty lots, 16 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 gardens and alley slope southwest towards Chestnut and Madison Street. Runoff from the gardens and alley in this area are collected by a series of existing inlets discharging into a 24" RCP private storm drain which connects to an existing public 60 inch RCP storm drain on Chestnut Avenue. Runoff from the empty lots drain southwest toward the Madison Street right-of-way line and are collected by the existing street gutter. The existing site surface features in this area include the ornamental garden, an empty lot, and a 20' wide asphalt paved alley with a valley gutter. 2.1.3 Proposed Site Conditions The proposed project includes the construction of a new Community Center and Gardens. An additional pervious asphalt paved drop off area will be located off of Harding Street adjacent to the existing pervious asphalt pavement. The Community Garden will be located in the south portion of the site. The existing alleyway will be demolished. Multiple vegetated swales will be located near the garden and community center building. New decorative concrete pavement will intertwine within the community garden. Dry and wet utilities will be constructed as part of these improvements. The proposed pervious area for the 3.00 acres hydrology area is approximately 61°/o; the existing impervious area is approximately 39°/o. Runoff at the Community Center and Parking lot will be collected into an underground infiltration trench in the parking lot. This infiltration trench has a perforated overflow pipe that connects to the existing storm drain system in the parking lot. This system is designed so that if the infiltration trench is percolating at a slow rate that the storm water will first inter the overflow pipe that connects to the existing storm drain system. During storm events where the incoming flow is greater than the outlet conditions, the storm water will back up in the pipe to an elevation of 61.35. At this elevation storm water will start bubbling out of the pervious concrete in the parking lot. This system is designed that storm water shall always be below the finished floor elevation of 62.40. Runoff at the Gardens flows through landscape areas and bio-retention basins to slow the flow before being collected in a storm drain system. This storm drain system then connects downstream in an existing curb inlet at the corner of Chestnut and Madison. 2.1.4 Existing Soil Conditions Per the County of San Diego Soil Hydrologic Groups Map, the project soil type is 'B'. 17 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 "Soils have moderate infiltration rate when thoroughly wetted: chiefly soils that are moderately deep to deep, moderately well drained to well drained, and moderately coarse textured. Rate of water transmission is moderate." The following site soils information has been provided according to the "Geotechnical Investigation Multi-Generational Community Center, Pine Avenue Park, Carlsbad, California" prepared by Southern California Soil & Testing, Inc., dated August 7, 2015. "Undocumented Fill-The fill consists of loose to medium dense silty sand with varying amounts of concrete debris. The fill extends to depths up to about 3 V2 feet below the existing round surface." (Page 2) Old Paralic Deposits -The fill is underlain by very old paralic deposits. The old paralic deposits consist of medium dense to very dense poorly graded sand with silt, silty sand and clayey sand."(Page 2) "Groundwater was encountered in boring B-1 through B-3 at depths between about 15% feet and 18 feet below the existing ground surface. The ground water is expected to be below a depth that will impact construction. However, groundwater levels may fluctuate in the future due to rainfall, irrigation, broken pipes, or changes in site drainage. Because groundwater rise or seepage is difficult to predict, such conditions are typically mitigated if and when they occur." (Page 2) 2.1.5 Receiving Water Information The Pine Avenue Park Community Center & Gardens project site is located within the 904 Hydrologic Unit, within the 904.3 Hydrologic Area, and the 904.31 Hydrologic Sub- Area, per the Water Quality Control Plan, prepared by the RWQCB. Based upon a search of available records at the City of Carlsbad, it has been determined that storm drain facilities exist within the project perimeter. Runoff from the project site will sheet flow towards landscape areas to the maximum extent practicable. New onsite storm drain systems will be installed to capture runoff generated from larger storm events. The contractor shall provide secondary containment on all portable restrooms brought on site and shall be responsible for maintaining all BMPs to prevent sediment laden storm water from leaving the site. The Pine Avenue Park Community Center & Gardens project receiving waters are not impaired according to the 303(d) Impairments list. 18 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 2.1.6 Wetlands & Surface Waters Per the available information on the National Wetlands Inventory Mapper located on line at: http://wetlands.fws.gov/, the site is not adjacent to any wetland. See Tab N for exhibit. 2.1.7 Hazardous/Toxic Wastes or Spill History Department of Toxic Substance Control (DTSC) has a website link (http://www.dtsc.ca.gov/) that documents the on-site spill history and cleanup. No spill history is available for this site. 2.2 Stormwater Run-On from Offsite Areas There is no stormwater run-on to the project site. 2.3 Findings of the Construction Site Sediment and Receiving Water Risk Determination 2.3.1 Construction Site Risk Determination During construction activities, projects of all sizes pose different risks to water quality. These risks are dependent on a project's location, timeline, and site characteristics. This section describes the steps involved with determining the risk level for a traditional construction project. Construction site risk determinations are the key part of establishing the minimum permit requirements for a construction project. A project's risk level governs the applicable minimum BMPs, monitoring requirements, reporting requirements, and the effluent standards used to assess monitoring data and the project compliance. There are two major steps to determining risk for traditional construction projects: 1. Sediment Risk-the relative amount of sediment that can be discharged, given the project and location details. 2. Receiving Water Risk -the risk sediment discharges pose to the receiving waters. 2.3.2 Sediment Risk Factor: General 19 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Sediment risk is determined by multiplying the R-, K-, and LS-factors from the Revised Universal Soil Loss Equation (RUSLE) to obtain an estimate of project-related bare ground soil loss (through sheet and rill erosion) expressed in tons/acre. A = (R)'':(K)'':(LS) Where: A = estimated soil loss in tons/acre R = rainfall-runoff erosivity factor K = soil erodibility generated through the SMARTS system LS = length-slope factor 2.3.3 Sediment Risk Factor: Pine Avenue Park Community Center & Gardens R-Factor Calculation The R factor was calculated using U.S. EPA's Rainfall Erosivity Factor Calculator. The R factor for the project is 34.63. K-Factor Value A K factor of 0.2 was populated within the SMARTS system. LS-Factor Value A LS factor of 1.35 was populated within the SMARTS system. = 34.63'':0.2'':1.35 = 9.35 tons/acre -+ Because the "A" value is 9.3. < 15 tons/acre tons/acre, the Pine Avenue 2.3.4 Park Community Center & Gardens project is considered Low sediment risk. Receiving Water Risk Factor: General Receiving water risk is based on whether a project drains to a sediment-sensitive water body. A sediment-sensitive water body is either: • On the most recent EPA approved 303(d) list for water bodies impaired with sediment/siltation or turbidity or has a EPA-approved Total Maximum Daily Load 20 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 (TMDL) implementation plan for sediment/siltation or turbidity (see http://www. waterboards.ca.gov/water _issues/programs/tmdl/303d _lists2006 _ approv ed.shtml): or • Has the existing beneficial uses of COLD and SPWN and MIGR. If either of these two conditions is met, the receiving water risk is High: otherwise the receiving water risk is Low. Beneficial use listings for water bodies may be found through the GIS map provided in the General Permit: or in the current Water Quality Control Plans (aka Basin Plans) developed by each RWQCB. Basin Plans are accessible through the website for each RWQCB: http://www. waterboards.ca.gov/waterboards _ map.shtml. Two additional sources that list water body beneficial uses have been developed by the University of California, Davis, Information Center for the Environment: • • 2.3.5 http://www.ice.ucdavis.edu/geowbs http:/ /endeavor.des.ucdavis.edu/wqsid/bu.asp Receiving Water Risk Factor: Pine Avenue Park Community Center & Gardens The receiving water risk was populated within the SMARTS system and was found to be LOW. 2.3.6 Project Risk Level: Pine Avenue Park Community Center & Gardens The sediment risk and receiving water risk are combined to determine a construction site's project risk level. Table 2.2 below illustrates the matrix of possible project risk levels derived from the sediment risk and receiving water risk. Table 2.2: Traditional Project Risk Levels Receiving Water Sediment Risk Risk Low Medium High Low Project Risk Level 1 Project Risk Level 2 Project Risk Level 2 High Project Risk Level 2 Project Risk Level 2 Project Risk Level 3 Based on the LOW sediment risk and the LOW receiving water risk, Table 2.2 above lists the Pine Avenue Park Community Center & Gardens project's risk level as Level 1. 21 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 The SWPPP for the Pine Avenue Park Community Center & Gardens project has been prepared to comply with the General Permit 'Risk Level 1' as found under Tab B. The completed risk assessment sheets can be found under Tab A of this report. 2.4 Construction Schedule A Construction Schedule will be included under Tab G once a contractor has been determined. QSP shall update schedule information and place in Tab G as project progresses. The Construction Schedule shall include anticipated start and end dates of construction as well as phases of significant grading activities and work near drainages or receiving waters. The rainy season occurs from October 1st through April 30th. See Section 3.2.l.b for additional information regarding rainy season requirements. Compliance with the permit is required year round. 2.5 Potential Construction Site Pollutant Sources Construction activities have the potential to generate pollutants in storm water discharges if no BMPs are implemented. Construction activities can be grouped into categories for the purpose of identifying likely pollutants. Such as: • Utility services installation (surface grading, walkways construction, pipe laying) sediment taxies (equipment/vehicle fuels and lubricants, chlorinated water from utility line testing and flushing) soil amendments (gypsum, lime, etc.) pesticides and/or herbicides nutrients (fertilizers) bacteria (sewer lines) • Facility construction (new ride station, ride queuing area) sediment taxies (e.g. paint strippers, solvents, detergents, adhesives, fuels) miscellaneous waste (concrete truck washout, runoff from material stockpiles) litter bacteria (temporary bathroom facilities, disturbance to existing sewer lines) • Park areas or habitat conservation (areas that will not contain structures) 22 sediment nutrients (fertilizers) Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 bacteria (temporary bathroom facilities) 2.6 Identification of Non-Stormwater Discharges The General Permit requires that potential pollutant sources must be identified. Table 2.3 below identifies the types of construction activities and associated characteristic pollutants anticipated to be present at this construction site. As summarized in Table 2.3 below, potential pollutant sources include: demolition activities. solid construction activities, waste management, materials delivery and storage, vehicle/equipment management, paving operations, utility line installation, painting and roofing activities, erosion control, sediment control, and non-storm water discharges. Potential non-storm water discharges include runoff from vehicle and machinery washing, concrete truck wash water, saw-cut slurry, highly chlorinated pipe flushing water and other process water discharges. Details of BMPs for controlling these pollutants are discussed in Section 3. Table 2.3 Typical Construction Site Pollutants Associated Activity/ Products Construction Type with Potential to cause Storm Associated Pollutants Water Pollution -Grading Activities -Sediment -Soil exposure -Soil Amendments Earthwork -Vegetation removal (gypsum, lime) -Disturbance of -List identified soil contaminated soil contaminant -Adhesives, glues, resins and epoxy synthetics -Phenolics, Adhesives -Caulks, sealers, putty formaldehydes, asbestos, benzene, and sealing agents phenols and naphthalene -Coal tars (Naptha, Pitch) -Polishes (metal, ceramic, tile) -Etching agents -Metals Cleaners -Cleaners, ammonia, lye, -Acidity/alkalinity caustic sodas, bleaching -Chromium agents and chromate salts -Solder (lead, tin), flux (zinc chloride) and pipe Plumbing fitting -Lead, copper, zinc and -Galvanized metal in nails tin and fences and chromate salts 23 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Table 2.3 Typical Construction Site Pollutants Associated Activity/ Products Construction Type with Potential to cause Storm Associated Pollutants Water Pollution -Paint thinners, acetone, methyl ethyl ketone, stripper paints, lacquers, -VOCs, metals, phenolics Painting varnish, enamels, turpentine, gum spirit, and mineral spirits solvents, dyes, stripping piqments and sandinq Wood Products -Sawdust, particle board -BOD, formaldehyde, dust and treated woods copper and creosote -Cement and brick dust -Colored chalks Concrete curing -Sediments, acidity, Masonry/ Concrete -metals, asbestos and compounds particulates -Glazing compounds -Surface cleaners -Tile cutting -Colored chalks Concrete curing -Copper, aluminum, Interior Construction -sediments, minerals and compounds asbestos -Glazing compounds -Surface cleaners Heating, Ventilation, Air -Construction of air Conditioning condition and heating -Asbestos and freon system -Construction involving Asbestos, aluminum and -Insulation insulation and venting zinc systems -Equipment operation -Total petroleum Equipment Use -Equipment maintenance hydrocarbons, oils and -Equipment washing grease, coolants, -Equipment fueling benzene and derivatives -Vegetation control, (herbicides) -BOD, fertilizers, -Planting and plant herbicides, nutrients maintenance (nitrogen, phosphorous, Landscaping and potassium) acidity/ -Use of soil additives alkalinity, metals, -Production of solid waste aluminum sulfate and such as trees, shrubs sulfur green waste and mulch -Portable toilets Sanitary Facilities -Bacteria, BOD and -Disturbance of existing pathogens sewer lines Liquid Wastes -Wash waters -Concrete, sediment, oil Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Table 2.3 Typical Construction Site Pollutants Associated Activity/ Products Construction Type with Potential to cause Storm Associated Pollutants Water Pollution and grease, detergents Solid Waste Litter, Trash and Debris -Plastic, paper, cigarettes, -wood products, steel, etc. Utility Installation -Hydrostatic test water -Sediment, chlorine -Pipe flushing Saw Cutting Saw Cut Slurries -Concrete, asphalt and -sediment 25 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 SECTION 3 Best Management Practices 3.1 Schedule for BMP Implementation A Construction Schedule will be included under Tab G once a contractor has been determined. QSP shall update schedule information and place in tab Gas project progresses. 3.2 Erosion Control and Sediment Control Erosion control, also referred to as "soil stabilization," is the most effective way to retain soil and sediment on the construction site. The most efficient way to address erosion control is to preserve existing vegetation where feasible, to limit disturbance, and to stabilize and re- vegetate disturbed areas as soon as possible after grading or construction. Sediment control prevents a net increase of sediment load in storm water discharge relative to pre-construction levels. Sediment control is required at appropriate locations along the site perimeter and at all operational internal inlets to the storm drain system. BMPs for erosion and sediment control are selected to meet the BMP objectives based on specific site conditions, construction activities and cost. The following principles will be followed to the maximum extent practicable to control erosion and sedimentation in disturbed areas at the site: • Fit grading to the surrounding terrain • Time grading operations to minimize soil exposure • Retain existing vegetation whenever feasible • Vegetate and mulch or otherwise stabilize disturbed areas • Minimize the length and steepness of slopes • Keep runoff velocities low • Prepare drainage ways and outlets to handle concentrated runoff until permanent drainage structures are constructed • Trap sediment onsite • Inspect and maintain control measures frequently For details of Erosion Control, Sediment Control, Wind Erosion Control and Tracking Control refer to Educational Materials under Tab H. 2.3.1 Schedule of BMP Implementation Erosion Control, Sediment Control, Wind Erosion Control and Tracking Control BMPs for the project site shall be implemented on a year-round basis, not just during the part 26 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 of the year when there is a high probability of precipitation. BMPs will be implemented in a proactive manner during all seasons while construction is occurring, as appropriate to protect water quality during the life of the project. Re-vegetation or landscaping shall occur as early as feasible. Year round, an effective combination of erosion and sediment control BMPs will be implemented on all inactive or finished areas and sediment control BMPs will be implemented along the site perimeter and at all operational storm drain inlets. 3.2.1.1. Schedule of BMP Implementation during Dry Season Dry Season occurs between May 1st and September 3Qth. The requirements for the dry season are: • Perimeter protection BMPs must be installed and maintained. • Sediment control BMPs must be installed and maintained. • BMPs designed to control off-site sediment tracking must be installed and maintained. • Materials needed to install standby BMPs necessary to completely protect exposed portions of the site from erosion and prevent sediment discharges must be stored on the site. • An approved "weather triggered" response plan is mandated for implementation in the event that a predicted storm event has a 40°/o chance of rain. The proponent must have the capacity to deploy the standby BMPs within 48 hours. • All slopes must be equipped with erosion prevention BMPs as soon as slopes are completed for any portion of the site. 3.2.1.2. Schedule of BMP Implementation during Wet Season Wet Season occurs between October 1st and April 3Qth. All dry season requirements are required in addition to the following: • Perimeter protection and sediment control BMPs must be upgraded if necessary to provide sufficient protection for storms. • Adequate erosion prevention BMPs must be installed and established for all completed slopes prior to October 1 and maintained throughout the wet season. If a BMP fails, it must be repaired, improved or replaced with an acceptable alternative as soon as it is safe to do so. 27 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 2.3.2 Onsite Availability of Temporary Erosion and Sediment Control Material Temporary erosion and sediment control materials and proposed mobilization and implementation of additional erosion control BMPs shall be made available on-site in event of predicted rain. Standby erosion and sediment control BMPs must be able to protect all exposed soil areas. An incomplete disturbed area that is not being actively graded must be fully protected from erosion if left for 10 days or more. 2.3.3 Pre-Construction Prior to any ground-disturbing activities (including grading, demolition. or vegetation removal) silt fences will be placed around the site perimeter. Vegetative buffers will be maintained wherever possible. Construction entrances and exits will be stabilized with gravel and gravel bags will be placed at all storm drain inlets that could receive runoff from the construction site. 2.3.4 Erosion Control Grading activities are anticipated to occur between August and December 2015 and may continue through the end of the project scheduled for August 2016. All BMPs shall be in place year-round on an as-needed basis. Construction activities shall be scheduled and performed to minimize the area and duration of exposure of soil to erosion by wind, rain, runoff and vehicle tracking. The area that can be cleared or graded and left exposed at one time is limited to the amount of acreage that the Contractor can adequately protect prior to a predicted rainstorm. A predicted storm event is defined as a forecasted 50°/o chance of rain. Timing of construction shall be considered when scheduling work to minimize soil-disturbing activities and major grading operations during the rainy season. The following erosion controls will be implemented at the project construction site: • Scheduling • Preservation of Existing Vegetation • Hydraulic Mulch • Hydroseeding • Earth dikes Only areas necessary for construction will be disturbed, cleared or graded. Areas of vegetation to be protected will be clearly designated as no disturbance areas on the plans and flagged in the field to exclude construction vehicles. Specific shrubs and trees to be preserved should be clearly marked. Disturbed areas on the site include graded earth pads, cut and fill slopes and graded streets. Land grading will be performed to minimize erosion and protect vegetation. 28 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 During the rainy season, disturbed areas of the construction site that will not be re- disturbed for 14 days or more will be stabilized by the day after the last disturbance. The following stabilization measures will be applied to disturbed areas: • Less than 12 months: Hydraulic Mulching and/or Soil Binders • 12 to 18 months: Soil Binders and/or Jute Blanket • Greater than 18 months: Coconut Blanket Final cut and fill slopes shall be no steeper than 2:1 (horizontal to vertical). Fill slopes shall be constructed in accordance with project specifications. Graded cut and fill slopes will be roughened with the texture of the roughened surface trending perpendicular to the direction of runoff. The slope will be left in the roughened condition to slow flow velocities, enhance water infiltration and enhance vegetative growth. Where the slope is too steep to allow construction traffic to travel parallel to the slope, cleated dozers traveling up and down the slope can produce a satisfactory texture on newly compacted soil. Locations for specific erosion control measures for the project are included on the Erosion Control Plan(s) contained in Tab I of this SWPPP. The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer as project progresses. 2.3.5 Sediment Control Sediment control BMPs are treatment control practices that trap soil particles after they have been detached and moved by rain, flowing water or wind. Selection of sediment control BMPs shall be based on retaining sediment on site and controlling the site perimeter. Risk Level 2 dischargers shall apply linear sediment controls along the toe of the slope, face of the slope and at the grade breaks of exposed slopes to comply with sheet flow lengths in accordance with Table 3.1 below. Table 3.1: Sheet Flow Lengths Slope Percentage Sheet flow length not to exceed 0-25% 20 feet 25-50% 15 feet Over 50% 10 feet Risk Level 2 dischargers shall inspect on a daily basis all immediate access roads daily. At a minimum daily (when necessary) and prior to any rain event, the discharger shall 29 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 remove any sediment or other construction activity related materials that are deposited on the roads (by vacuuming or sweeping). The Regional Water Board may require Risk Level 2 dischargers to implement additional site specific sediment control requirements, if the implementation of the other requirements in this section, are not adequately protecting the receiving waters. During construction, storm water runoff shall be directed away from disturbed areas by gravel bags, fiber rolls, properly installed temporary berms, and silt fences (with the toe embedded into the soil) The proposed sand filter basin will function as a sediment basins during construction. Temporary sediment traps, silt fences or equivalent measures will be installed along the construction site boundary. Perimeter sediment controls, including controls along the physical site perimeter and sediment traps, shall be implemented prior to the start of construction and maintained throughout the duration of construction activities. Perimeter sediment controls will include silt fence, fiber rolls, gravel bag berms, street sweeping and vacuuming, and storm drain inlet protection. Locations for specific sediment control measures for the project are included on the Erosion Control Plan(s) contained in Tab I of this SWPPP. The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer as project progresses. 2.3.6 Drainage Control To prevent the development of rills and gullies in graded slopes, runoff will be directed by berms, chevrons, fiber rolls, etc. to stabilize conveyance channels and drains. No concentrated flow of water will be allowed to flow down a graded slope face. Every effort will be made to maintain runoff water in its natural course and direction of flow. Access road surfaces shall be stabilized and compacted to obtain a dense, smooth and uniform surface for construction vehicles. Access roads shall be sloped in a manner that will prevent pending and damage from water flow. Roads that will remain unpaved for more than 21 days will be provided with adequate drainage features like gravel bag berms and chevrons to reduce erosion. Locations for specific drainage control measures for the project are included on the Erosion Control Plan(s) contained in Tab I of this SWPPP. The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer as project progresses. :-lO 2.3.7 Wind Erosion Control Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Wind Erosion Control measures (per WE-1) will be used to stabilize soil from wind erosion and reduce dust generated by construction activities including grading, demolition and travel on unpaved temporary roads. Dust control shall be provided daily or more often by the application of water. Care shall be taken to prevent over- watering, which may result in runoff or erosion. Landscaping and base course of paving surfaces will be applied as soon as possible to reduce dust from unimproved surface areas. Dust is defined as solid particles or particulate matter that are predominately large enough to eventually settle out from the air but small enough to remain temporarily suspended in the air for an extended period of time. Dust from a construction site originates from rock and soil surfaces, material storage piles and construction materials. Dust is generated by earthwork, demolition, traffic on unpaved surfaces and strong winds. Table 3.2: Examples of Dust Sources at Construction Sites Vehicle and Equipment Use Exposed Areas Construction Activities -Vehicle and equipment -Areas of exposed soil -Land clearing and entering and leaving that have been grubbing. the project site. cleared and grubbed. -Earthwork including; -Vehicle and equipment -Areas of exposed soil soil excavation, filling, movement and use that have been soil compaction, rough within the project site. excavated, filled, grading and final compacted or graded. grading. -Sediment tracking off- site. -Construction staging -Materials handling, areas. including material -Temporary parking lots stockpiling, transfer and staging areas. -Vehicle and and processing. equipment storage -On-site construction and service areas. -Demolition and debris traffic. disposal. -Material processing areas and transfer -Tilling. points. -Underground utility -Construction roads. operations. -Spilled materials. -Construction stockpiles. 31 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Soil and debris piles. A dedicated water truck will be used as the primary means to mitigate dusty areas for Pine Avenue Park Community Center & Gardens project. Stockpiles will be covered per project requirements when dormant. 2.3.8 BMPs to Minimize Off-Site Tracking The construction site will be managed to minimize the amount of dirt, mud, or dust that is generated and can thus be tracked or blown off the site. The Contractor shall provide stabilized construction entrances (perTC-1) or a Stabilized Construction Roadway (TC-2) to reduce off-site tracking. All dirt and/or debris tracked or transported to offsite paved surfaces shall be removed at the end of each workday by hand sweeping or mechanized sweeper. Washing of sediment from the right-or-way shall be prohibited. Heavily traveled earthen roads will be stabilized and/or sprayed daily by a water truck for dust suppression. Care will be taken to spray additional areas of exposed soil as necessary during windy periods. Only the minimum amount of water will be used; no runoff will result from this practice. Street Sweeping and Vacuuming is also a tracking control practice. The project site must have a stabilized construction entrance (per TC-1) and implement controls to prevent off- site tracking of sediment or other loose construction-related materials. These controls shall be inspected daily. Attention to control of tracking sediment off site is essential, as dirty streets and roads near a construction site create a nuisance to the public and can generate complaints to elected officials and regulators. These complaints often result in immediate inspections and regulatory actions. Locations for specific tracking control measures for the project are included on the Erosion Control Plan(s) contained in Tab I of this SWPPP. The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer as project progresses. 2.3.9 Permanent Site Stabilization All disturbed areas of the construction site must be stabilized. After the project is completed, selected areas of the site (e.g., roadways and parking areas) will be paved with bituminous asphalt, concrete or approved equivalent. The remainder of the site (not covered with structures and facilities) will be stabilized with a uniform vegetative cover with 70 percent coverage. Permanent vegetation or landscaping shall occur as early as feasible. 32 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Final stabilization for the purposes of submitting a NOT is satisfied when these criteria are met. 2.3.10 Inactive Areas Risk Level 2 dischargers shall provide effective soil cover for inactive areas and all finished slopes, open space, utility backfill and completed lots. Dischargers shall limit the use of plastic materials when more sustainable, environmentally friendly alternatives exist. Where plastic materials are deemed necessary, the discharger shall consider the use of plastic materials resistant to solar degradation. 2.3.11 Non-active Slopes The contractor shall stabilize all non-active slopes during the rainy season but also during rain events in the dry season. 2.3.12 Active Slopes The contractor shall stabilize all active slopes during rain events regardless of the season. 3.3 Non Stormwater and Material Management The General Permit requires (Section XIV.A.2) that SWPPPs be designed to address the following objective: to identify all non-stormwater discharges (where not otherwise required to be under a Regional Water Quality permit) and that discharges be eliminated. controlled. or treated. 3.3.1 Non Stormwater Management The discharge of materials other than storm water and authorized non-stormwater discharges is prohibited by NPDES regulations as well as other local codes and ordinances. It is recognized that certain authorized non-stormwater discharges may be necessary for the completion of construction projects. Such discharges include irrigation of vegetative erosion control measures and pipe flushing and testing. Should additional discharges be required during construction, information will be added to the SWPPP. Non-stormwater management BMPs are source control BMPs that prevent pollution by limiting or reducing potential pollutants at their source or eliminating off-site discharge. These practices involve day-to-day operations of the construction site and are usually under the control of the contractor. These BMPs are also referred to as "good housekeeping practices" which involve keeping a clean, orderly construction site. 33 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Non-stormwater management BMPs also include procedures and practices designed to minimize or eliminate the discharge of pollutants from vehicle and equipment cleaning, fueling and maintenance operations to stormwater drainage systems or to watercourses. All these BMPs must be implemented depending on the conditions and applicability of deployment described as part of the BMP. The key to implementing these BMPs is to maintain a clean site and keep water, runoff and run-on away from potential pollutants, including bare soil. In general, conduct construction activities so that: • potential pollutants are not discharged directly to drainage systems • generation of potential pollutants is limited • pollutants that are generated are contained and cleaned up immediately and are therefore not available for later discharge These BMPs are fundamental to water quality protection and all sites must implement non-stormwater BMPs appropriate for the construction activities being performed. It is recommended that owners and contractors be vigilant regarding implementation of these BMPs, including making their implementation a condition of continued employment, and part of all prime and subcontract agreements. By doing so, the chance of inadvertent violation by an uncaring individual can be prevented, potentially saving thousands of dollars in fines and project delays. Also, if procedures are not properly implemented and/or if BMPs are compromised then the discharge may be subject to additional sampling and analysis requirements for non-visible pollutants contained in the General Permit. 3.3.2 Non-Stormwater Management Maintenance Typical maintenance of non-stormwater management procedures include the following: • Regularly clean and maintain outdoor areas. o Eliminate the accumulation of pollutants (dirt, surplus materials, spilled or dropped substances, litter, and debris) that collect in areas that can be carried in runoff to the storm water conveyance system. o Keep dumpster, trashcan, and recycling bin lids closed to prevent the wind from carrying trash out of the receptacles and to prevent wind, rain, and scavengers from transporting pollutants to the storm water conveyance system. • Choose dry cleaning methods. o Eliminate hosing down the site unless all wash water is contained and disposed of to a pervious area, like a lawn, or the sanitary sewer system. Note that some kinds of wash water (i.e. containing significant amounts of pollutants) may not be allowed to be disposed of to a pervious area. Additionally, sewer permits may be necessary for disposing of significant amounts of wash water to the sewer system. 34 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 o Sweeping of paved areas is a dry cleaning method that helps prevent trash, debris, and particulate matter such as dirt from accumulating on paved surfaces and being carried to the storm water conveyance system during a rain event. • Reduce the use of toxic materials. o Substitute non-toxic or less-toxic cleaning materials and solvents, use non-caustic and phosphate-free detergents, water-based degreasers, nonchlorinated solvents, when possible. • Store materials in a manner where they do not contact storm water. o Move into a building or provide a cover, berm, or similar structure to prevent storm water from contacting materials stored outdoors. 3.3.3 Non-Stormwater Management Inspection The QSP shall conduct one visual observation (inspection) quarterly in each of the following periods: January-March, April-June, July-September, and October-December. Visual observation (inspections) are only required during daylight hours (sunrise to sunset). The QSP shall ensure that visual observations (inspections) document the presence or evidence of any non-storm water discharge (authorized or unauthorized), pollutant characteristics (floating and suspended material, sheen, discoloration, turbidity, odor, etc.), and source. The QSP shall maintain on-site records indicating the personnel performing the visual observation (inspections), the dates and approximate time each drainage area and non-storm water discharge was observed, and the response taken to eliminate unauthorized non-storm water discharges and to reduce or prevent pollutants from contacting non-storm water discharges. Please also refer to section 7.6.3 of this SWPPP. 3.3.4 Non-Stormwater Management Reporting All prohibited non-stormwater discharges shall be reported to the City's storm water hotline 951-674-9124. Prohibited non-storm water discharges include industrial and commercial businesses hosing down their sites or washing vehicles or equipment where water reaches the City's storm water conveyance system, or dumping solid or liquid waste directly into or where it may reach the City's storm water conveyance system. 3.3.5 Material Management Waste management and materials pollution control BMPs, like non-stormwater management BMPs, are source control BMPs that prevent pollution by limiting or reducing potential pollutants at their source before they come in contact with stormwater. The following materials or substances are expected to be present on the site(s) during construction (Note: This list may not be all-inclusive and the Erosion Control Plan(s) will 35 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 be modified to address additional materials used at the site. Contact the QSD as new materials come onsite.): Concrete/ Additives/Wastes Detergents Cleaning solvents Petroleum base products Pesticides Paints/Solvents Acids Fertilizers Solid and Construction Wastes Soil stabilization additives Sanitary Wastes Onsite/Off Site Vehicles & Equipment These BMPs also involve day-to-day operations of the construction site, and are under the control of the contractor, and are additional "good housekeeping practices" which involve keeping a clean, orderly construction site. The following housekeeping practices will be followed onsite during the construction project: o An effort will be made to store only enough products required to do the job. o All materials stored onsite will be stored in a neat, orderly manner and, if possible, under a roof or in a containment area. At minimum, all containers will be stored with their lids on when not in use. Drip pans shall be provided under all dispensers. o Products will be kept in their original containers with the original manufacturer's label in legible condition. o Substances will not be mixed with one another unless recommended by the manufacturer. o Whenever possible, all of the product will be used up before disposing of the container. o Manufacturer's recommendations for proper use and disposal will be followed. o The jobsite superintendent will be responsible for daily inspections to ensure proper use and disposal of materials. These BMPs are fundamental to water quality protection and all sites must implement waste management and/or materials pollution control non-stormwater BMPs appropriate for the construction activities being performed. Waste management consists of implementing procedural and structural BMPs for handling, storing and disposing of wastes generated by a construction project to prevent the release of waste materials into stormwater runoff or discharges through proper management of the following types of wastes: o Solid o Sanitary 36 o Concrete o Hazardous o Equipment-related wastes Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Materials handling consists of implementing procedural and structural BMPs in the handling of, storing and the using of construction materials. The BMPs are intended to prevent the release of pollutants during stormwater and non-stormwater discharges. The objective is to prevent or reduce the opportunity for contamination of stormwater runoff from construction materials by covering and/or providing secondary containment of storage areas and/or by taking adequate precautions when handling materials. These controls must be implemented for all applicable activities, material usage and site conditions. The discharge of construction materials or wastes from a site is prohibited. All required material containment areas for Pine Avenue Park Community Center & Gardens project will be covered or under roof. Dumpsters will be covered. Washout areas such as for concrete or paint will have secondary containment, as will temporary portable toilets. 3.3.6 Hazardous Products/ Waste These practices will be used to reduce the risks associated with hazardous materials. Material Safety Data Sheets (MSDSs) for each substance with hazardous properties that is used on the jobsite will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such product is stored and/or used and another copy of each MSDS will be maintained in a file at the jobsite trailer. Each employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product he/she is using, particularly regarding spill control techniques. o Products will be kept in original containers with the original labels in legible condition. o Original labels and MSDSs will be produced and used for each material. o If surplus product must be disposed of, manufacturer's or local/state/federal recommended methods for proper disposal will be followed. All hazardous waste materials will be disposed of by the contractor in the manner specified by local, state and/or federal regulations and by the manufacturer of such products. Site personnel will be instructed in these practices by the jobsite superintendent, who will also be responsible for seeing that these practices are followed. Note that the State of California requires a specially licensed contractor be 37 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 used for appropriate removal and disposal of hazardous materials. The contractor shall be sure that he or his subcontractors are appropriately licensed. Specific requirements for hazardous material handling and waste disposal are addressed in the project specifications. 3.3.7 Product Specific Practices The following product specific practices will be followed on the jobsite. Locations for specific storage areas are included on the Erosion Control Plan(s) contained in Tab I of this SWPPP. The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer if alternate locations are selected. • Petroleum Products All onsite vehicles will be fueled daily by onsite mechanic who will monitor for leaks provide daily preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers which are clearly labeled. Any petroleum storage tanks used onsite will have a dike or berm containment structure constructed around it to contain any spills which may occur (containment volume to be 110°/o of volume stored). The dike or bermed area shall be lined with an impervious material such as a heavy duty plastic sheet. Drip pans shall be provided for all dispensers. Any asphalt substances used on site will be applied according to the manufacturer's recommendations. • Fertilizers Fertilizers will be applied only in the mmtmum amounts recommended by the manufacturer. Once applied, fertilizer will be worked into the soil to limit exposure to storm water. Storage will be in a covered shed. The contents of any partially used bags of fertilizer will be transferred to a sealable plastic bin to avoid spills. The bin shall be labeled appropriately. Use of fertilizers shall be discontinued within 2 days of forecasted storm event. • Paints, Paint Solvents, and Cleaning Solvents All containers will be tightly sealed and stored when not in use. Excess paint and solvents will not be discharged to the storm drain system but will be properly disposed of according to manufacturer's instructions or local/state/federal regulations. • Concrete Wastes Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in either (1) specifically designated diked areas which have been prepared to prevent contact between the concrete and/or washout and 38 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 storm water which will be discharged from the site or (2) in locations where waste concrete can be poured into forms to make rip rap or other useful concrete products. The hardened residue from the concrete washout diked areas will be disposed of in the same manner as other non-hazardous construction waste materials or may be broken up and used on site as deemed appropriate by the contractor and geotechnical engineer. The jobsite superintendent will be responsible for seeing that these procedures are followed. All concrete washout areas will be located in an area where the likelihood of the area contributing to storm water discharge is negligible. If required, additional BMPs must be implemented to prevent concrete wastes from contributing to storm water discharges. Concrete washout areas will have secondary containment. The location of the concrete washout area(s) must be identified, by the contractor/jobsite superintendent, on the jobsite copy of the Erosion Control Plan(s) in this SWPPP. The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer if alternate concrete washout areas are selected. • Solid and Construction Wastes All waste materials will be collected and stored in a securely lidded metal dumpster rented from a local waste management company, which must be a solid waste company licensed to do business within the City of Carlsbad in the State of California. The dumpster will comply with all local and state solid waste management regulations. All trash and construction debris from the site will be deposited in the dumpster. The dumpster will be emptied a minimum of twice per week or more if necessary and the trash will be hauled to a landfill approved by the City of Carlsbad in the State of California. No construction waste materials will be buried onsite. All personnel will be instructed regarding the correct procedures for waste disposal. Additional specific requirements are addressed in the project specifications. All waste dumpsters and roll-off containers will be located in an area where the likelihood of the containers contributing to storm water discharges is negligible. If required, additional BMPs such as gravel bags around the base must be implemented to prevent wastes from contributing to storm water discharges. The location of the waste dumpsters must be identified on the Erosion Control Plan(s) on the jobsite copy of this SWPPP, by the contractor/jobsite superintendent, at the time these items are placed the project site(s). The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer if alternate locations are selected. • Sanitary Wastes 39 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 All sanitary waste will be collected from the portable units a minimum of three times per week, by a licensed portable facility provider, in compliance with local and state regulation. All sanitary waste units will be located in an area where the likelihood of the unit contributing to storm water discharges is negligible. Additional BMPs must be implemented, such as containment trays {provided by the rental company). The location of the sanitary waste units must be identified on the jobsite copy of the Erosion Control Plan(s), in this SWPPP, by the contractor/jobsite superintendent. The QSP shall update the Erosion Control Plan(s) located in the jobsite trailer if alternate locations are selected. • Contaminated Soils Any contaminated soils (resulting from spills of materials with hazardous properties) which may result from construction activities will be contained and cleaned up immediately in accordance with applicable state and federal regulations. Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 SECTION 4 BMP Inspection, Maintenance 4.1 BMP Inspection and Maintenance (during construction) The type of BMP inspection depends on which BMP is implemented. The General Permit requires routine weekly inspections of all BMPs and daily inspections during rain events. However some BMPs may require daily monitoring, such as tracking controls. In the case of contractor activity BMPs, the monitoring consists of visual inspection to ensure that the BMP was implemented and maintained according to the SWPPP. The following inspection and maintenance practices will be used to maintain erosion and sediment controls and stabilization measures: 1. All erosion control measures will be inspected once every seven (7) days and pre- storm, post-storm and once every 24 hours during extended storm events) using an inspection checklist. 2. All measures will be maintained in good working order; if repairs or additional measures are found to be necessary, they will be initiated within 24 hours of the inspection report. 3. Built up sediment will be removed from silt fence when it has reached one-third the height of the fence. 4. Silt fences will be inspected for depth of sediment, tears, etc., to see if the fabric is securely attached to the fence posts/wood stakes and to see that the fence posts/wood stakes are securely in the ground. 5. The sediment basin, if present, will be inspected for depth of sediment and built up sediment will be removed when it reaches 25°/o the design depth. 6. Temporary and permanent seeding and all other stabilization measures will be inspected for bare spots, washouts and healthy growth. 7. A maintenance inspection report will be made after each inspection. Copies of sample report forms to be completed by the inspector are included in this SWPPP under Tab J. 8. The jobsite superintendent will be responsible for selecting and training the individuals who will be responsible for these inspections, maintenance and repair activities and filling out inspection and maintenance reports. 9. Personnel selected for the inspection and maintenance responsibilities will receive training from the jobsite superintendent. They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment 41 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 controls that are used onsite in good working order. They will also be trained in the completion of. initiation of actions required by, and the filing of the inspection forms. Documentation of this personnel training will be kept onsite in the SWPPP under Tab K. 10. Disturbed areas and materials storage areas will be inspected for evidence of or potential for pollutants entering the storm water. 11. Report oil or chemical spills to the USEPA National Response Center at 1-800- 424-8802 within 24 hours of any noncompliance that will endanger public health or the environment. Follow up with a written report within five (5) days of the noncompliance event. 12. Bypass is prohibited. The Regional Water Board may take enforcement action against the discharger for bypasss unless: • Bypass was unavoidable to prevent loss of life. personal injury of severe property damage. • There was no feasible alternative to bypass. • The discharger submitted a notice at least ten days in advance to the Regional Water Board; or • The bypass does not cause effluent limitations to be exceeded. 13. The following events require 24 hour reporting: • Any upset which exceeds any effluent limitation in the permit • A violation of maximum daily discharge limitation for any of the pollutants listed by the EPA in the permit 14. Releases of hazardous substances or oil in excess of reportable quantities (as established per 40 CFR 110, 40, CFR 117 or 40 CFR 302) must be reported and logged in Tab D. 15. The contractor/jobsite superintendent shall keep a working copy of the Erosion Control Plan(s) hanging on a wall in the jobsite trailer. He/She will be responsible for documenting the location of the following items on this "working" Erosion Control Plan(s) QSP shall update the Erosion Control Plan(s) located in the jobsite trailer if alternate locations are selected. • Jobsite trailer • Solid waste containers/dumpsters • Portable restrooms • Material laydown area(s) • Storage containers Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 • Vehicle service area(s) • Concrete truck washout area(s) Note: Shall any of the above items move throughout the duration of the project, the date of initial installation, date of movement & new location shall all be documented on the plan. Also document changes to and installation dates for the following items on this "working" Erosion Control Plan(s): • Construction entrance/exit • Silt fence, gravel bags or fiber roll locations • Existing inlet protection • Proposed inlet protection • Temporary/Permanent seeding and/or landscaping Note: Changes to any of the above listed items shall have a corresponding SWPPP Modification Form filled out in the SWPPP ledger. Refer to Tab C for this form. Once any erosion control measures are installed, the maintenance and inspection procedures above shall begin. The contractor shall be aware that the inspection forms become an integral part of the SWPPP and shall be made readily available to the government inspection officials. the owner's engineer and the owner for review upon request during visits to the project site. A "qualified" inspector is a person knowledgeable in the principles and practice of erosion and sediment controls who possesses the skills to assess conditions at the construction site that could impact storm water quality and to assess the effectiveness of any sediment and erosion control measures selected to control the quality of storm water discharges from the construction site. They shall also have read and understood all portions of this SWPPP. including the General Permit. Training may have been provided by the civil engineer, the inspector's employer and/or other formal or informal training class. Note on the Inspection Form. the inspector's qualifications will include all training classes. Job title, unless he/she is a registered civil engineer, is not sufficient. The individual(s) responsible for pre-storm. post-storm and storm event BMP inspections and the qualified person(s) assigned responsibility to ensure full compliance with the permit and implementation of all elements of the SWPPP. including the preparation of the annual compliance evaluation and the elimination of all unauthorized discharges are listed under Tab L. 43 SECTION 5 Training 5.1 Training Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 The General Permit requires (Section VII) that all elements of the SWPPP be developed by a QSD and implemented by a QSP. The QSP may delegate tasks to trained employees provided adequate supervision and oversight is provided. Personnel at the site shall receive training appropriate for individual roles and responsibilities on the project. Appropriate personnel shall receive training on SWPPP implementation, BMP inspection and maintenance and record keeping. Document all training activities (formal and informal) and retained a record of training activities in the SWPPP under Tab K. Training documentation must also be submitted in the Annual Report. SWPPP Implementation Training: This training is geared towards contractors, superintendents, foremen and key staff designated in the SWPPP as being responsible for certifications, inspections, monitoring and project oversight. The training must be obtained from a SWRCB-sponsored or approved QSP training program. Additionally it is recommended that the QSPs for a particular project have on-the-job training that focuses on the SWPPP for the particular project site for which the individual is responsible, including site specific responsibilities, BMPs and other measures. BMP Implementation Training: This training is geared towards contractors, superintendents, foremen, tradesmen and laborers that work on the construction site, including subcontractors. The training shall cover responsibilities for BMP implementation, how to implement BMPs, general good housekeeping and protection of installed BMPs. This training may be provided by the QSPs, professional organizations, the employees' company (e.g. on- the-job training) or by product manufacturers. Construction water pollution control training typically includes off-site (classroom) and on- site (job-site) training. Off-site training is most appropriate for the formal required SWPPP preparation training and SWPPP implementation training with instruction provided by trainers qualified through the QSD/QSP training program. BMP implementation training is usually conducted on the project site with instruction provided by experienced QSPs. Subcontractor employees can impact water quality and potentially jeopardize compliance with the SWPPP, thus subcontractor staff must also receive appropriate training. The owner may wish to contractually require that subcontractors employ trained staff. Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 SECTION 6 Responsible Parties and Operators 6.1 Responsible Parties The General Permit requires (Section VII. B. 4) that the name of any "Approved Signatory" be listed in the SWPPP. and a copy of the written agreement or other mechanism that provides this authority from the LRP be provided in the SWPPP. A list of authorized representatives shall be provided in this section along with project site personnel who will be responsible for SWPPP activities, including the QSO and QSP. This list shall include the names of the individuals granted authority to sign permit-related document. Include copies of the written authorizations for duly authorized representatives in the appendix. The appendix or list shall include the name and contact information for the individual, their role on the project, date of training and date of recorded entry as well as a copy of training certificates or other verification of training. A composite list is included under Tab L. 6.1.1. Legally Responsible Person (LRP) Legally Responsible Person (LRP) Name: Kevin Crawford, LRP Title: City Manager Email: manager@carlsbadca.gov Phone No: 760-434-2821 Responsibilities • Responsible for electronically file PROs to obtain coverage. • If the project acreage has increased, the LRP shall mail payment of revised annual fees within 14 days of receiving the revised annual fee notification. • All Annual Reports. or other information required by the General Permit (other than PROs and NOTs) or requested by the Regional Water Board, State Water Board, U.S. EPA, or local storm water management agency shall be certified and submitted by the LRP. • Responsible to file for revisions to the PROs • Responsible for finalizing and digitally submitting the NOT once construction is completed. Failure to certify the NOT shall result in continuation of permit coverage and annual billing. • The LRP will notify the Regional Water Quality Control Board of any instance in which the construction site is not in compliance with the GCP and the SWPPP. Non-compliance reporting shall be made either when the County 45 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 and/or contractor cannot certify compliance with any portion of the Statewide GCP. • When an LRP with active General Permit coverage transfers its LRP status to another person or entity that qualifies as an LRP. the existing LRP shall inform the new LRP of the General Permit's requirements. In order for the new LRP to continue the construction activity on its parcel of property, the new LRP. or the new LRP's approved signatory, must submit PRDs in accordance with this General Permit's requirements. 6.1.2. Design Qualified SWPPP Developer (QSD) Design Qualified SWPPP Developer (QSD) Name: Steven Lewis. PE. QSD Email: Steven.Lewis@abam.com Phone No: 858-500-4591 QSD license number: 25637 6.1.3. Qualified SWPPP Developer (QSD) during Construction A QSD shall ensure that SWPPPs are written amended and certified. The QSD contact information and responsibilities for this project are listed below. Qualified SWPPP Developer (QSD) during Construction Name: Email: Phone No: QSD license number: Responsibilities • Responsible for documenting any revisions to the SWPPP. 6.1.4. Qualified SWPPP Practitioner The QSP shall ensure that all BMPs required by the General Permit and this SWPPP are implemented. In general the QSP is responsible for non-storm water and storm water visual observations. sampling and analysis. The QSP contact information and responsibilities for this project are listed below. Qualified SWPPP Practitioner Name: Email: Office Phone No: Cell Phone No: QSP license number: Responsibilities Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 • Responsible for documenting in Tab M of the SWPPP any changes in contractors/subcontractors and ensuring the new contractors/subcontractors are made aware of their responsibilities in this SWPPP. • Responsible for annual certification of the SWPPP. • Responsible for preparation and submittal of the SWPPP Annual Report documents. • Responsible for overall SWPPP implementation. ensuring that materials and manpower are made available for the successful maintenance of all erosion and sediment control and other BMPs specified in the SWPPP. • Responsible for maintaining an up-to-date copy of this SWPPP onsite at all times, from commencement of construction to final site stabilization. • Responsible for making a copy of the SWPPP available for inspection by outside authorized regulatory authorities upon request. • Responsible for ensuring that field engineering activities are planned and conducted in accordance with the SWPPP. • Responsible for directing ongoing regular BMP maintenance activities (e.g. silt fence repair, hay bale replacement, sediment removal in retention basin, timely waste disposal, etc). • Responsible for implementing and overseeing necessary corrective actions to the erosion/sediment control devices and other BMPs identified during regular site inspections. • Responsible for maintaining all site records pertaining to inspection and maintenance of erosion and sediment controls and other BMPs as well as records detailing the dates on which major construction activities began and were completed. • Responsible for conducting Environmental Awareness Training for site personnel (including subcontractor personnel). This involves increasing awareness of the need to comply with the SWPPP which includes: minimizing sediment in storm water discharges off-site as well as keeping a clean site and minimizing the potential for construction materials and wastes from entering storm water discharges. 47 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 • Responsible for conducting regular documented inspections of erosion and sediment control devices and other BMPs contained in this SWPPP (as discussed in Section 4.0). The findings of these inspections are discussed with the Project Field Engineer who in turn makes available the necessary resources to repair/replace any defective control devices identified in the inspection. • Responsible for acting as the site spill coordinator to document spills, direct clean- up activities, minimize impact to storm water and ensure that the proper reporting, if necessary is completed. • Responsible for ensuring that all subcontractors involved with construction activities, which may potentially affect storm water quality at the site, are made aware of and their contracts reflect that they must comply with the applicable provisions of this SWPPP. 6.2 Contractor List The General Permit requires (Section V/1.8.5) that the SWPPP include a list of names of all contractors, subcontractors, and individuals who will be directed by the QSP. This list is included in the SWPPP under Tab M. The list is required to include telephone numbers and work addresses and the specific areas of responsibility of each subcontractor and emergency contact numbers. 48 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 SECTION 7 Construction Site Monitoring Program 7.1 Purpose The General Permit (Attachments C, D. E; Section /.!.a) requires that a written site specific Construction Site Monitoring Program (CSMP) be developed by each discharger prior to the commencement of construction activities and be revised as necessary to reflect project revisions and that the CSMP be included with the SWPPP. The purpose of the Construction Site Monitoring Program (CSMP) is to address the following objectives: • To demonstrate that the site is in compliance with the applicable discharge prohibitions, Numeric Action Levels (NALs). • To determine whether non-visible pollutants are present at the construction site and are causing or contributing to exceedances of water quality objectives. • To determine whether immediate corrective actions, additional BMP implementation, or SWPPP revisions are necessary to reduce pollutants in stormwater discharges and authorized non-stormwater discharges. • To determine whether BMPs included in the SWPPP and/or Rain Event Action Plan (REAP) are effective in preventing or reducing pollutants in stormwater discharges and authorized non-stormwater discharges. 7.2 Overview of Monitoring Requirements Table 7.1 Overview of Monitoring Requirements Visual Inspections Sample Collection Quarterly Pre-Storm Event Daily Storm Risk Level Non-Storm Storm Post Water Receiving Water Baseline REAP BMP Storm Discharge Water Discharge 1 [g] [g] D [g] [g] D D 7.3 Implementing the Construction Site Monitoring Program The General Permit includes specific requirements regarding the implementation of SWPPPs and CSMPs. The Pine Avenue Park Community Center & Gardens project site must have a Qualified SWPPP Practitioner (QSP) to oversee the implementation of the CSMP including the BMP inspections. rain-event triggered inspections and the collection of water quality 49 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 samples. The QSP may delegate any or all of these activities to an employee trained to do the task(s) but the QSP must supervise the delegated tasks. 7.4 Construction Site Monitoring Pursuant to Water Code Sections 13383 and 13267, all dischargers subject to this General Permit shall develop and implement a written site-specific Construction Site Monitoring Program (CSMP) in accordance with the requirements of this Section. The CSMP shall include all monitoring procedures and instructions. location maps. forms. and checklists as required in this section. The CSMP shall be developed prior to the commencement of construction activities, and revised as necessary to reflect project revisions. Monitoring at the Pine Avenue Park Community Center & Gardens project site includes visual monitoring (inspections) and sampling and analysis. 7.5 Monitoring Locations Maps and descriptions shall be provided for each of the project's observation and/or sample collection locations including; identification of locations specific to particular project phases or watershed as applicable. Instructions or criteria for access shall be included. 7.6 Health and Safety The Qualified SWPPP Practitioner (QSP) is responsible for site hazards and safety information related to conducting visual observations or sample collection. particularly in inclement weather. It is essential to ensure monitoring crew safety from such hazards as traffic. explosive or toxic gases, possible injury due to poor footing in slippery conditions, and hazards posed by poor visibility or other challenging conditions during adverse weather, especially at night. Avoid locating sampling sites within the normal flow of either on-site construction traffic or the travel lanes of public right-of-ways. Monitoring personnel shall be trained in proper safety procedures. Stormwater monitoring may subject sampling personnel to hazardous conditions. such as the following: • Hazardous weather conditions (e.g .. wind. lightning. flooding); • Sampling in confined spaces (e.g .. manholes); • Hazards associated with chemicals and biological hazards (e.g .. rodents and snakes); • Physical hazards (e.g .• traffic, falling objects, sharp edges. slippery footing); and • Lifting injuries from opening or removing access panels and manhole covers. etc. 50 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 The following is a general list of hazards that could be encountered when monitoring project sites; these hazards should be avoided or mitigated when selecting monitoring sites: • Poor visibility at night or during adverse weather conditions • Poor footing on slippery surfaces • Confined spaces (access requires Occupational Safety and Health Administration certification) • Explosive or toxic gases • Uncovered water conveyances • Heat -heat exhaustion, heat stroke • Hazardous wildlife and plants • People encountered on site who are unknown to field personnel It is important to note that this is only a general, partial list of possible hazards that field personnel may encounter. It is imperative that experienced QSP and field technicians conduct a thorough investigation of each monitoring site to identify other possible hazards before the monitoring phase of a project begins. To help avoid hazards, personnel should be physically capable of performing all tasks required for sample collection and be familiar with the site's Health and Safety Plan. The Health and Safety Plan must be developed prior to the initiation of any sample collection activities and should include information on at least the following: hazard evaluation (e.g., chemical, physical, etc.), contingency plan, personal protective equipment, and emergency information. 7.7 Visual Monitoring (Inspections) The Pine Avenue Park Community Center & Gardens project site is required to conduct visual monitoring (inspections). Visual monitoring includes inspections of BMPs, inspections before and after qualifying rain events and inspection for non-stormwater discharges. Visual inspections are required for the duration of the project with the goal of confirming that appropriately selected BMPs have been implemented, are being maintained and are effective in preventing potential pollutants from coming in contact with stormwater. Sample inspection sheets can be found under Tab J. 7. 7.1 BMP Inspections The General Permit requires that BMPs be inspected weekly and once each 24-hour 51 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 period during extended storm events. The purpose of these inspections is to identify BMPs that: • Need maintenance to operate effectively • Failed • Could fail to operate as intended If deficiencies are identified during BMP inspections, repairs or design changes to BMPs must be initiated within 72 hours of identification and need to be completed as soon as possible. All BMP inspections must be documented on the inspection checklist under Tab J. 7.7.2 Qualifying Rain Event Inspections The General Permit requires that the construction site be inspected within two days prior to a predicted qualifying rain event is and within two days after a qualifying rain event. These inspections are only required during normal business hours of the construction site. The General Permit requires that dischargers only use weather forecasts from the National Oceanographic and Atmospheric Administration (NOAA). Pre-project inspections shall be initiated after consulting NOAA for a qualifying rain event with 50°/o or greater probability of precipitation (PoP). These forecasts can be obtained at http://www .srh. noaa.gov /. The discharger shall retain records of all storm water monitoring information and copies of all reports (including Annual Reports) for a period of at least three years. Records need to be maintained on site and document: • Personnel performing the observations • Observation dates (time and date) • Weather conditions (including the rain gauge reading for the qualifying rain event) • Locations observed • Corrective actions taken in response to observations 7. 7.3 Pre-Rain Event Inspection The purpose of the pre-rain event inspection is to make sure the site and the BMPs are ready for the predicted rain. The pre-rain event inspection needs to cover: • All stormwater drainage areas to identify any spills, leaks or uncontrolled pollutant sources. 52 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 • All BMPs to identify whether they have been properly implemented per the SWPPP and/or REAP. • Stormwater storage and containment areas to detect leaks and ensure maintenance of adequate freeboard. • The presence or absence of floating and suspended materials, a sheen on the surface, discolorations, turbidity, odors and source(s) of any observed pollutants within stored stormwater. 7. 7.4 Post-Rain Event Inspection The purpose of the post-rain event inspection is to observe the discharge locations and the discharge of any stored or contained rainwater; determine if BMPs functioned as designed; and identify if any additional BMPs are required. The post- rain event inspection needs to cover: • All stormwater discharge locations. • The discharge of stored or contained stormwater that is derived from and discharged subsequent to a qualifying rain event. • All BMPs to determine if they were adequately designed, implemented and effective. After assessing BMPs it shall be noted on the inspection form whether the BMPs need maintenance. 7.7.5 Non-Stormwater Discharges Inspections The General Permit requires that the construction site inspected quarterly for the presence of non-stormwater discharges. The discharger shall retain records of all storm water monitoring information and copies of all reports (including Annual Reports) for a period of at least three years. Records must be kept of all inspections and must be maintained on site. Non-stormwater discharge inspections are only required during normal business hours of the construction site. The purpose of these inspections is to detect unauthorized non-stormwater discharges and observe authorized non-stormwater discharges. Quarterly inspections need to include each drainage area of the project and document: • • • Presence or indications of unauthorized and authorized non-stormwater discharges and their sources. Pollutant characteristics of the non-stormwater discharge (floating and suspended material, sheen, discoloration, turbidity, odor, etc. Personnel performing the observations . 53 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 • Dates and approximate time each drainage area and non-stormwater discharge was observed. • Response taken to eliminate unauthorized non-storm water discharge and reduce or prevent pollutants from contacting non-storm water discharge. Since the Pine Avenue Park Community Center & Gardens project site is a Risk Level2 and there are non-stormwater discharges, then samples must be collected at all discharge points and analyzed. 7.8 Water Quality Sampling and Analysis Procedures The purpose of sampling is to determine whether BMPs implemented on the Pine Avenue Park Community Center & Gardens project site are effective in controlling potential construction site pollutants, which come in contact with stormwater or non-stormwater and to demonstrate compliance with the applicable NALs. This section discusses the procedures and the information that need to be included in the CSMP for water quality sampling and analysis. This section is divided into the following: • Potential pollutant sources • Monitoring constituents by risk level • Sample collection and handling • Analytical methods, laboratories and field meters 7.8.1 Potential Pollutant Sources 7.8.2 Sediment and Turbidity Conditions or areas at the construction site that may cause sediment, silt and/or turbidity in site runoff include: • Exposed soil areas with inadequate erosion control measures • Areas of active grading. • Poorly stabilized slopes. • Lack of perimeter sediment controls. • Areas of concentrated flow on unprotected soils. • Poorly maintained erosion and sediment control measures. • Tracking sediment onto roads and paved surfaces. • Unprotected soil stockpiles. • Failure of an erosion or sediment control measure. 54 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 7.8.3 High pH Conditions or areas at a construction site that may cause high pH in site discharges include: • Concrete pours and curing. • Concrete waste management areas. • Soil amendments (e.g. fly ash and lime). • Mortar and stucco mixing, application and waste management areas. 7.8.4 Non-Visible Pollutants Monitoring for pollutants not visually detectable is only required if those pollutants are determined to be potentially present in stormwater leaving the construction site; and is typically the result of a BMP failure or spill on the construction site. This determination is documented in the pollutant source assessment in the SWPPP. The Pine Avenue Park Community Center & Gardens project shall attempt to eliminate the exposure of construction materials to prevent stormwater pollution and limit sampling and analysis requirements. It is important to note that covered construction materials or those that are in their final constructed form, do not need to be monitored. Materials that are stored exposed to precipitation and may generate runoff need to be considered for non-visible pollutant monitoring. Non-visible pollutants may also exist on the project site as a result of the land use prior to the start of the construction activity. Available existing environmental and real estate documentation have been reviewed prior to the start of construction to determine that no potential of pollutants exist as a result of past land use activities. Non-visible pollutants in site discharges may result from materials that: • Are being used in construction activities. • Are stored on the construction site. • Were spilled during construction operations and not cleaned up. 7.8.5 Monitoring Constituents by Risk Level Pine Avenue Park Community Center & Gardens: Risk Levell • Risk Level 1 projects are not required to collect water quality samples for pH and turbidity. Additional monitoring may be required by the RWQCB. • Risk Level 1 projects are required to collect water quality samples if there is a BMP breach, malfunction, leakage or spill. Water quality samples should be 55 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 taken for nonvisible pollutants that may have been discharged from the site as identified in the site pollutant source assessment (see Section 3.2.1 of this guidance document). 7.9 Quality Assurance/Quality Control 7. 9.1 Quality Assurance/Quality Control of Field Measurements The quality of analytical data is dependent on the ways in which samples are collected, handled, and analyzed. For field measurements, QA/QC measures pertaining to field testing that should be included in the CSMP include: • Daily calibration of field meters prior to use during each monitoring event • Maintenance of field meters -especially probes • Thorough rinsing of probes between measurements • Field duplicates of field measurements Daily calibration of field meters (prior to any monitoring event) is an essential part of QA/QC for field measurements. Proper maintenance of field equipment- particularly probes -is also essential. Follow manufacturer's specifications for maintenance; replace probes as needed. The field meter probes must be thoroughly rinsed in the field after each measurement, using laboratory-supplied, reagent grade, deionized water. Deionized water can be carried into the field and applied using a plastic squirt bottle dedicated to the purpose. Duplicate Field Measurements. To verify the precision of field measurements, duplicate measurements must be conducted in the field on not less than 1 in every 10 samples. The duplicate measurements should be performed in rapid succession in the field, from duplicate samples collected side-by-side or in rapid succession from the same spot. If the measurement is made by inserting the probe into the discharge flow, the duplicate measurements should be made in rapid succession. After recording the initial result, withdraw the probe following the first measurement, and then immediately reinsert the probe into the same spot for the duplicate measurement. In contrast to field duplicate samples collected for laboratory analysis, which must be sent in to the laboratory "blind" (i.e., both labeled as regular samples), both replicates for field measurements can be done by the same personnel, and are generally not done as a "blind" test (i.e., the same personnel may perform and observe both measurements). 56 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 The results of the field duplicates should be reported on the Stormwater Sample Field Test Report form under Tab J. The RPD between each pair of duplicate measurements must then be calculated and compared to the data quality objectives as specified in the CSMP. 7.9.2 Quality Assurance/Quality Control of Laboratory Analysis The quality of analytical data is dependent on the ways in which samples are collected, handled, and analyzed. Various procedures discussed above, such as clean sampling techniques and documentation (i.e., forms) are essential elements in the overall QA/QC effort. Additional measures pertaining to samples that are submitted for laboratory testing should be included in the CSMP to maximize the data's quality and usefulness, as described in this section. Improved control of laboratory data quality is achieved by incorporating the following elements within the sample collection effort: • Duplicate samples • Blank samples • MS/MDS samples • QC sample schedule Each of these types of samples and the relevant responsibilities of monitoring field personnel are described below, followed by a discussion of recommended minimum frequencies for the various types of QC samples. The results of the field QC samples are then used to evaluate the quality of the reported data. 7.9.3 Duplicate Samples Analytical precision is a measure of the reproducibility of data and is assessed by analyzing two samples that are presumed to be identical. Any significant differences between the samples indicate an unaccounted-for factor or a source of bias. There are typically two types of duplicate samples that require special sampling considerations: field duplicates and laboratory duplicates. Field Duplicate Samples. Field duplicates are used to assess variability attributable to sample collection procedures. For grab samples, duplicate samples are collected by simultaneously or sequentially (in rapid succession) filling two grab sample bottles at the same location. If intermediate containers are used, first pour an incremental amount into one sample bottle and then pour a similar amount into the second. Continue going back and forth until both bottles are full. For laboratory analyses, the field duplicate sample should be submitted to the laboratory "blind" (i.e., not identified as QC sample, but labeled as if it were a normal 57 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 sample, with a different site identification and slightly different sample time than the regular sample). A field duplicate sample should be analyzed once for every 10 samples collected from a project site, or one duplicate sample per project site annually, whichever is more frequent. Laboratory Duplicate Samples. Laboratory duplicates (also called laboratory splits) are used to assess the precision of the analytical method and laboratory sample handling. For the laboratory duplicate analysis, the analytical laboratory will split one sample into two portions and analyze each one. When collecting samples to be analyzed for laboratory duplicates, typically double the normal sample volume is required. This effort requires filling a larger size sample bottle, or filling two normal size sample bottles, labeling one with the site name and the second with the site name plus "laboratory duplicate." Laboratory duplicate samples are collected, handled, and delivered to the analytical laboratory in the same manner as environmental samples (but not as blind samples). Enough extra sample volume for the laboratory to create a duplicate should be collected once every 10 samples collected from a project site, or one duplicate sample per project site annually, whichever is more frequent. 7.9.4 Blank Samples Potential sample contamination is assessed using blank samples. Blanks are prepared to identify potential sample contamination occurring during field collection, handling, shipment, storage, and laboratory handling and analysis. Blanks are evaluated during various stages of the sampling and analytical process to determine the level of contamination, if any, introduced at each step. The collection and uses of the types of blank samples associated with typical stormwater monitoring field procedures are described below. "Blank water" refers to contaminant-free, reagent-grade water provided by the laboratory performing the environmental and blank analyses. Typically, this water is the laboratory's reagent water that is used in the analytical or cleaning processes, as well as for the lab's internal method blanks. The analytical laboratory should provide the blank water used for equipment and field blanks. Equipment Blanks. Equipment blank samples are typically prepared only when samples are being collected for metals, nitrates, and organic contaminants such as pesticides, herbicides, polycyclic aromatic hydrocarbons (PAHs), organic carbon, and phthalate compounds, and when sample collection equipment is involved (i.e., when the sample bottles are not filled by direct submersion). Before using sampling equipment for sample collection activities, blanks should be collected to verify that the equipment is not a source of sample contamination. To account for any contamination introduced by sampling equipment or intermediate containers, 58 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 equipment blanks are prepared by using the equipment to fill a clean container with blank water. The concentrations of the specific parameters of concern are then measured. These blanks may be submitted "blind" to the laboratory by field personnel or prepared internally by the laboratory. Collection of equipment blanks from intermediate sample containers may not be required if certified pre-cleaned bottles are used as the intermediate sample containers. The manufacturer can provide certification forms that document the concentration to which the bottles are "contaminant-free." These concentrations should be equivalent to or less than the program Rls. If the certification level is above the program Rls, 2 percent of the bottles in a "lot" or "batch" should be blanked at the program detection limits with a minimum frequency of one bottle per batch. Field Blanks. Field blanks are typically used only when samples are being collected for laboratory analysis for bacteria, trace metals, nitrates, and trace organic contaminants such as pesticides, herbicides, PAHs, organic carbon, and phthalate compounds. Field blanks are necessary to evaluate whether contamination is introduced during field sampling activities. Field blanks are prepared by the field crew, under normal sample collection conditions, at some time during the collection of normal samples. Field blanks are prepared by transporting a container of laboratory-provided blank water into the field, and processing the water through the same procedures used for sample collection. For samples collected by direct submersion, grab sample field blanks should be prepared by pouring a sample directly from the bottle of blank water into the grab sample containers in the field. When intermediate containers or equipment are used, field blanks should be collected using clean intermediate containers or other clean equipment with laboratory-supplied blank water in the same manner as normal sample collection. The filled blank sample bottles should be sealed, placed on ice, and sent to the laboratory to be analyzed for the required constituents. As with field duplicate samples, field blank samples should be submitted to the laboratory "blind" (i.e. not identified as a QC sample, but labeled with a different site identification and slightly different sample time than the regular sample). Field blanks should be collected at a frequency no less than once per year per project site, or once every 10 samples at a given site annually, whichever is more frequent. Additional blanks should be collected when there is a change in field personnel, equipment, or procedures. Trip Blanks. Trip blanks are typically used only when samples are being collected for laboratory analysis for volatile organic compounds. Trip blanks are used to determine whether sample contamination is introduced during sample transportation 59 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 and delivery. Trip blanks are prepared at the analytical laboratory, by filling the sample bottle with blank water and securing the bottle lid. Trip blanks are transported unopened to and from the sampling location along with normal sample bottles. Trip blanks are analyzed like normal samples. Method Blanks. For each batch of samples, method blanks (also called control blanks) are typically run by the laboratory to determine the level of contamination associated with laboratory reagents and glassware. The laboratory prepares method blanks using laboratory reagent-grade blank water. Results of the method blank analysis should be reported with the sample results. At a minimum. the laboratory should report method blanks at a frequency of 5 percent (one method blank with each batch of up to 20 samples). 7.10 Data Management 7.1 0.1 Field Data Screening and Validation When the field data sheets are received following each sampling event, it is important for the QSP to check the reported data as soon as possible to identify any errors committed in sampling or reporting. as well as exceedance of NALs. The initial screening includes the following checks: • Completeness. The field sheets should be checked to ensure that all field tests and measurements specified in the CSMP were performed, including the requested QA/QC analyses. • Labeling Errors. On occasion field personnel commit errors on sample labels. field log forms. or chain-of-custody forms. Reported values that appear out of range or inconsistent are indicators of potential field reporting or equipment problems. and should be investigated when detected. • Irregularities found in the initial screening should immediately be reported to the monitoring field crew for clarification or correction. This process can identify and correct errors that would otherwise cause problems further along in the data evaluation process. or in subsequent uses of the data for higher-level analysis. Field QA/QC parameters that should be reviewed are classified into the following categories: 60 7.11 Sampling Locations 7 .11.1 Stormwater Runoff Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Risk Level 1 projects are not required to collect storm water samples. Pine Avenue Park Community Center & Gardens project is a Risk Level 1 Project. 7 .11.2 Non-Stormwater Runoff Risk Levell projects are also required to collect water quality samples to characterize authorized and unauthorized non-stormwater discharged from the site at all discharge points where non-storm water and authorized non-storm water is discharged from the site. 7.11.3 Receiving Water Receiving Water Sampling is not required for Risk Levell projects. Pine Avenue Park Community Center & Gardens project is a Risk Level 1 project. Receiving water sampling is not required. 61 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 7 .11.4 Non-Visible Pollutant Monitoring In cases where construction materials may be exposed to storm water, but the storm water is contained and is not allowed to run off the site, sampling will only be required when inspections show that the containment failed or is breached, resulting in potential exposure or discharge to receiving waters. • If a breach, malfunction, leakage, or spill is observed during a visual inspection then dischargers shall collect one or more samples. The breach, malfunction, leakage, or spill would have to be contributing to the discharge of pollutants to surface waters that would not be visually detectable in storm water. • The water samples shall be large enough to characterize the site conditions. • Samples shall be collected at all discharge locations that can be safely accessed. • Samples shall be collected during the first two hours of discharge from rain events that occur during business hours and which generate runoff. • Samples shall be analyzed for all non-visible pollutant parameters. Parameters indicating the presence of pollutants identified in the pollutant source assessment. (See Section 2.5.) CSMP to be modified to address additional parameters if SWPPP pollutant source assessment is updated. • An uncontaminated sample shall be collected from storm water that has not come into contact with the disturbed soil or the materials stored or used on- site for comparison with the discharge sample. • The uncontaminated sample shall be compared to the samples of discharge using field analysis according to manufacturer's specifications for sampling devices or if laboratory analysis is used it must be conducted according to test procedures under 40 CFR Part 136. • All field I or analytical data shall be kept in the SWPPP document. 7 .11.5 Sample Collection and Handling It is important to use the correct methods to collect and handle samples to ensure the samples are valid. While the handling requirements apply primarily to grab samples collected for laboratory analysis, field measurements can be affected by sample collection procedures. The General Permit requires dischargers to designate and train personnel to collect, maintain and ship water quality samples in accordance with the Surface Water Ambient Monitoring Program (SWAMP) 2008 Quality Assurance Program Plan (QAPrP), which is available at http://www.swrcb.ca.gov/water issues/programs/swamp/tools.shtml#qa. Sampling methods, handling procedures and locations shall be identified in advance of the sampling event in order to provide sufficient time to gather the supplies and 62 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 equipment necessary to sample and plan for safe access by the sampling crew(s). Adherence to SWAMP sampling guidance and proper development of a sampling plan provides for consistent, reproducible and accurate results. For some constituents, especially trace metals. trace organics and organic carbon, sampling protocols are very important as contamination of samples due to incorrect sampling protocols is possible. Design of the field sampling procedures shall carefully consider cross-contamination potential from sample location (e.g .• sediment disturbances. equipment exhaust). sampling techniques and sample handling. Field crews shall be trained in the appropriate site specific methods specified in the sampling plan. "Clean sampling" based on the US Environmental Protection Agency (EPA) Method 1669 shall be used when sufficiently low detection concentrations are expected for at least trace metals and mercury. However. it is recommended that all sampling plans incorporate a "clean technique" approach including the following protocols: • Samples (for laboratory analysis) are collected only in analytical laboratory- provided sample containers. • Clean, powder-free nitrile gloves shall be worn for collection of samples. • Gloves are changed whenever something not known to be clean has been touched. • Decontaminate all equipment (e.g. bucket, tubing) except laboratory provided sample containers. prior to sample collection using a trisodium phosphate (TSP)-soapy water wash. distilled water rinse. and final rinse with distilled water. (Dispose of wash and rinse water appropriately. i.e., do not discharge to storm drain or receiving water). • To reduce potential contamination. sample collection personnel must adhere to the following rules while collecting samples: No smoking. Never sample near a running vehicle. Do not park vehicles in the immediate sample collection area (even non-running vehicles). Do not eat or drink during sample collection. Do not breathe. sneeze or cough in the direction of an open sample container. Water quality samples shall be collected in appropriate sample containers and be of adequate volume to conduct the required measurements or laboratory analyses. All sampling and sample preservation must be in accordance with the current edition of Standard Methods for the Examination of Water and Wastewater(American Public Health Association). 63 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 All samples must be maintained between 0-6 degrees Celsius during delivery to the laboratory. Samples must be kept on ice, or refrigerated, from sample collection through delivery to the laboratory. Shipped samples shall be placed inside coolers with ice. Make sure the sample bottles are well packaged to prevent breakage and secure cooler lids with packaging tape. Ship samples that will be laboratory analyzed to the analytical laboratory right away. Many analytical methods have short hold-times before which the analysis must be started. Hold times are measured from the time the sample is collected to the time the sample is analyzed. The General Permit requires that samples be received by the analytical laboratory within 48 hours of the physical sampling (unless otherwise required by the analytical laboratory). The Pine Avenue Park Community Center & Gardens project site will require the use of some sort of field meter to measure turbidity and pH. Some field meters can be placed directly in the flow of water and gather instantaneous data. Meters with probes that can be directly placed into the flow are ideal, however low flow conditions may not allow for this type of measurement. In this case, grab samples can be collected and placed within the field meter's recording container. All monitoring instruments and equipment (including a discharger's own field instruments for measuring pH and turbidity) shall be calibrated and maintained in accordance with manufacturers' specifications to ensure accurate measurements. Many manufacturers provide step-by-step instructions for the use and calibration of their meters and these instructions shall be followed. If using field meters, pH and turbidity measurements shall be conducted immediately (i.e. samples shall not be stored for later measurement). Collect proper information regarding time and sampling conditions, appropriately label the bottles and fill out the required chain of custody forms and field logs. 7 .11.6 Analytical Methods, Laboratories, and Field Meters All laboratory analyses must be conducted according to analytical procedures specified in 40 Code of Federal Regulations (CFR) Part 136, unless other analytical procedures have been specified in the General Permit or by the RWQCB. With the exception of field analyses conducted by the discharger for turbidity and pH, all analyses must be sent to and conducted by a state-certified analytical laboratory. Analytical laboratories shall be contacted and a contract shall be worked out before the wet season to minimize potential disruptions during the critical sampling period. A laboratory shall be chosen foremost by their accreditation, ability to perform the Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 required samples in the desired turn-around-time, and then by their proximity for ease of sample delivery. Although with overnight mail delivery, proximity is less important, it may still be an important factor to avoid bottle breakage during shipment. State-certified analytical laboratories can be found by using the Environmental Laboratory Accreditation Program's (ELAP) website at: http://www.cdph.ca.gov/certlicjlabs/Pages/ELAP.aspx. The analytical method/protocol, minimum detection limits, and reporting units for the water quality constituents specifically identified in the General Permit are presented in the Table 7.2 next. Table 7.2: Water Quality Constituent Analytical Method/Protocol, Minimum Detection Limits, Sample Size and Container Requirements Parameter Test Minimum Minimum Container Type Method/Protocol Detection Limit Detection Limit pH Field meter or pH 0.2 pH Units NA Plastic test kit Turbidity Field meter or EPA 1 NTU 500 ml Plastic 180.1 sse ASTM Method D 5 mg/L 200 ml Contact Lab 3977-97 Non-visible pollutants may include a wide range of analytical methods. A list of potential non-visible pollutants based on common construction activities is shown in Table 7.2. This list is not meant to be inclusive but to provide general guidance for projects. Consult with the analytical laboratory or 40 CFR Part 136 to identify specific analytical methods, sample volume and containers needed for the expected non-visible pollutants. Dischargers can perform pH analysis on site with a calibrated pH meter, or pH test kit. Dischargers can perform turbidity analysis using a calibrated turbidity meter (turbidimeter), either on site or at an accredited analytical laboratory. Many manufacturers offer single parameter meters or multiple parameter meters with various optional probes. Dischargers will need to determine the best type of meter for their individual situation. Any meter selected for field monitoring shall have the ability to be calibrated, be accompanied by detailed operation instructions, and shall be ruggedly designed for field use and long term storage (you are unlikely to need it during the dry season). 65 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Table 7.3: Potential Non-Visible Pollutants based on Common Construction Activities Activity Potential Pollutant Source Laboratory Analysis Water line flushing Chlorinated water Residual chlorine Portable toilets Bacteria and disinfectants Total/fecal coliform Acid wash pH Concrete and Curing compounds pH, alkalinity, Masonry Concrete rinse water Volatile organic compounds (VOCs) pH Resins Semi-volatile organic compounds (SVOCs) Thinners Phenols, VOCs Painting Paint Strippers VOCs Solvents Phenols, VOCs Adhesives Phenols, SVOCs Sealants SVOCs Methylene Blue Activated Substances Detergents (MBAS), Cleaning Bleaches Phosphates Solvents Residual chlorine VOCs Pesticides/Herbicides Check with analytical laboratory Landscaping Fertilizers N03/NH3/P Lime and gypsum Acidity/alkalinity Aluminum sulfate and sulfur Total dissolved solids (TDS), alkalinity Treated wood Copper, arsenic and Metals selenium Lime, gypsum pH Plant gums Biochemical oxygen demand (BOD) Soil amendments Magnesium chloride Alkalinity, TDS and dust control Calcium chloride Alkalinity, TDS Natural brines Alkalinity, TDS Lignosulfonates Alkalinity, TDS Hand held single parameters are usually the least costly and are designed with a user friendly interface. Multi-parameter meters are more costly, but provide increased versatility. have user friendly interfaces and can provide instantaneous readings of multiple parameters. Probes for the multi-parameter meters can be attached to cables of varying lengths that make it possible to sample at a greater distance from the runoff flow. Hach, Hydrolab, Global Water, Fisher Scientific, and LaMott are some known manufacturers and/or vendors of turbidity and pH meters. Whichever turbidimeter is selected, it is important to use the same meter; different meters may have different results even if properly calibrated. If you need to use several turbidimeters, then assign to each meter to a specific location. 66 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Dischargers utilizing a sediment basin are required to conduct a soil particle analysis. Dischargers may also want to conduct this analysis to establish site-specific particle size information, which can be used to justify the project risk level using RUSLE. (The particle size analysis provides the K factor.) The soil particle analysis is conducted using the American Society for Testing and Materials (ASTM) test method ASTM D- 422 (Standard Test Method for Particle-Size Analysis of Soils), as revised, to determine the percentages of sand, very fine sand, silt, and clay on the site. The percentages of particles less than 0.02 mm in diameter must also be determined. This analysis is usually conducted before construction starts and is reported with the Permit Registration Documents (PROs). 7.12 Watershed Monitoring Option Dischargers who are part of a qualified regional watershed-based monitoring program may be eligible for relief from the sampling and analysis requirements. The RWQCB may approve proposals to substitute an acceptable watershed-based monitoring program by determining if the watershed-based monitoring program will provide substantially similar monitoring information in evaluating discharger compliance with the requirements of the General Permit. 7.13 Monitoring Exemptions Dischargers are not required to physically collect samples or conduct visual observations during dangerous weather conditions (flooding, electrical storms, etc.) or outside of scheduled construction site business hours. An explanation must be provided in both the SWPPP and the Annual Report if a project was unable to collect required samples or visual observations because of dangerous weather conditions. Also must document why the project was unable to collect the required samples or visual observations. 7.14 Records Retention All records of stormwater monitoring information and copies of reports (including Annual Reports) must be retained for a period of at least three years from date of submittal or longer if required by the Regional Water Board. Results of visual monitoring, field measurements, and laboratory analyses must be kept in the SWPPP along with CoCs, and other documentation related to the monitoring. Records are to be kept onsite while construction is ongoing. Records to be retained include: • The date, place, and time of inspections, sampling, visual observations, and/or measurements, including precipitation; • The individual(s) who performed the inspections, sampling, visual observation, and/or field measurements; • The date and approximate time of field measurements and laboratory analyses; 67 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 • The individual(s) who performed the laboratory analyses: • A summary of all analytical results, the method detection limits and reporting limits, and the analytical techniques or methods used: • Rain gauge readings from site inspections: • QA/QC records and results: • Calibration records: • Visual observation and sample collection exemption records: • The records of any corrective actions and follow-up activities that resulted from analytical results, visual observations, or inspections. 68 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 SECTION 8 Post-Construction Activities 8.1 Selection and Location of Post Construction BMPs All selected and described Post Construction BMPs can be found on the Post Construction BMP Site Plan prepared by BergerABAM and contained in Tab T of this SWPPP. 8.1.1 Bio-Retention Swale (Permanent BMP) The Bio-Retention Swale has been designed to detain storm water runoff from a water quality design storm for some minimum time, while filtering water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system. Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant uptake. These facilities do not have a large permanent pool. 8.1.2 Infiltration Trench (Permanent BMP) The Infiltration Trench has been designed to detain storm water runoff from a water quality design storm for some minimum time while infiltrating. A pre-treatment settling catch basin is used to settle out fines and silt before storm water enters the infiltration trench. Treatment is achieved through infiltration. 8.1.3 Catch Basin Insert Filter (Permanent BMP) The catch basin insert filter is designed to capture sediment, debris, trash & oils/grease from low (first flush) flows. A (dual) high-flow bypass allows flows to bypass the device while retaining sediment and larger floatables (debris & trash) AND allows sustained maximum design flows under extreme weather conditions. 8.2 Stormwater Management Measures Post-Construction storm water runoff will be addressed for site features as follows: 8.2.1 Parking Lots The parking lot consists of pervious concrete and only during large storm events will runoff occur. Storm water runoff from parking lot will be collected in curb and gutter and transported to curb inlets downstream. 8.2.2 Sidewalks Storm water from walkways will drain towards landscape areas were feasible. 69 8.2.3 Roof Runoff Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Runoff from rooftops will be collected by gutters (or equivalent), directed into downspouts, discharged into landscape areas, and drain to catch basin. The storm drain conveyance system will drain towards the infiltration trench. 8.3 Sizing of Post-Construction BMPs/ LIDs Post-Construction BMPs/ LIDs will include bio-retention swales, infiltration trench, and catch basin inlet filter. Sizing calculations, details and fact sheets are not included in the SWPPP but can be found in the Storm Water Quality Management Plan. A reference copy of the Post- Construction BMP Site Plan is included under Tab T. 8.4 Post-Construction BMP I LID Inspection and Maintenance The City of Carlsbad is responsible for maintaining compliance with all applicable storm water permits, for post-construction BMPs I LIDs. 70 TAB A-ORIGINAL Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Permit Registration Documents (PROs) ATTACHMENT B ATTACHMENT B PERMIT REGISTRATION DOCUMENTS (PROs) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY GENERAL INSTRUCTIONS A. All Linear Construction Projects shall comply with the PRO requirements in Attachment A.2 of this Order. B. Who Must Submit Discharges of storm water associated with construction that results in the disturbance of one acre or more of land must apply for coverage under the General Construction Storm Water Permit (General Permit). Any construction activity that is a part of a larger common plan of development or sale must also be permitted, regardless of size. (For example, if 0.5 acre of a 20-acre subdivision is disturbed by the construction activities of discharger A and the remaining 19.5 acres is to be developed by discharger B, discharger A must obtain a General Storm Water Permit for the 0.5 acre project). Other discharges from construction activities that are covered under this General Permit can be found in the General Permit Section II.B. It is the LRP's responsibility to obtain coverage under this General Permit by electronically submitting complete PROs (Permit Registration Documents). In all cases, the proper procedures for submitting the PROs must be completed before construction can commence. C. Construction Activity Not Covered By This General Permit Discharges from construction that are not covered under this General Permit can be found in the General Permit Sections II.A &B .. D. Annual Fees and Fee Calculation Annual fees are calculated based upon the total area of land to be disturbed not the total size of the acreage owned. However, the calculation includes all acres to be disturbed during the duration of the project. For example, if 10 acres are scheduled to be disturbed the first year and 10 in each subsequent year for 5 years, the annual fees would be based upon 50 acres of disturbance. The State Water Board will evaluate adding acreage to an existing Permit Waste Discharge Identification (WOlD) number on a case-by-case basis. In general, any acreage to be considered must be contiguous to the permitted land area and the existing 2009-0009-DWQ as amended by 2010-0014-DWQ & 2012-2006-DWQ 1 ATTACHMENT B SWPPP must be appropriate for the construction activity and topography of the acreage under consideration. As acreage is built out and stabilized or sold, the Change of Information (COl) form enables the applicant to remove those acres from inclusion in the annual fee calculation. Checks should be made payable to: State Water Board. The Annual fees are established through regulations adopted by the State Water Board. The total annual fee is the current base fee plus applicable surcharges for all construction sites submitting an NOI, based on the total acreage to be disturbed during the life of the project. Annual fees are subject to change by regulation. Dischargers that apply for and satisfy the Small Construction Erosivity Wavier requirements shall pay a fee of $200.00 plus an applicable surcharge, see the General Permit Section II.B.?. E. When to Apply LRP's proposing to conduct construction activities subject to this General Permit must submit their PROs prior to the commencement of construction activity. F. Requirements for Completing Permit Registration Documents (PROs) All dischargers required to comply with this General Permit shall electronically submit the required PROs for their type of construction as defined below. G. Standard PRO Requirements (All Dischargers) 1. Notice of Intent 2. Risk Assessment (Standard or Site-Specific) 3. Site Map 4. SWPPP 5. Annual Fee 6. Certification H. Additional PRO Requirements Related to Construction Type 1. Discharger in unincorporated areas of the State (not covered under an adopted Phase I or II SUSMP requirements) and that are not a linear project shall also submit a completed: a. Post-Construction Water Balance Calculator (Appendix 2). 2. Dischargers who are proposing to implement ATS shall submit: a. Complete ATS Plan in accordance with Attachment F at least 14 days prior to the planned operation of the ATS and a paper copy shall be available onsite during ATS operation. 2009-0009-DWQ as amended by 2010-0014-DWQ & 2012-2006-DWQ 2 ATTACHMENT B b. Certification proof that design done by a professional in accordance with Attachment F. 3. Dischargers who are proposing an alternate Risk Justification: a. Particle Size Analysis. I. Exceptions to Standard PRO Requirements Construction sites with an R value less than 5 as determined in the Risk Assessment are not required to submit a SWPPP. J. Description of PROs 1. Notice of Intent (NOI) 2. Site Map(s) Includes: a. The project's surrounding area (vicinity) b. Site layout c. Construction site boundaries d. Drainage areas e. Discharge locations f. Sampling locations g. Areas of soil disturbance (temporary or permanent) h. Active areas of soil disturbance (cut or fill) i. Locations of all runoff BMPs j. Locations of all erosion control BMPs k. Locations of all sediment control BMPs I. ATS location (if applicable) m. Locations of sensitive habitats, watercourses, or other features which are not to be disturbed n. Locations of all post-construction BMPs o. Locations of storage areas for waste, vehicles, service, loading/unloading of materials, access (entrance/exits) points to construction site, fueling, and water storage, water transfer for dust control and compaction practices 3. SWPPPs A site-specific SWPPP shall be developed by each discharger and shall be submitted with the PROs. 4. Risk Assessment All dischargers shall use the Risk Assessment procedure as describe in the General Permit Appendix 1. a. The Standard Risk Assessment includes utilization of the following: i. Receiving water Risk Assessment interactive map 2009-0009-DWQ as amended by 2010-0014-DWQ & 2012-2006-DWQ 3 ii. EPA Rainfall Erosivity Factor Calculator Website iii. Sediment Risk interactive map iv. Sediment sensitive water bodies list ATTACHMENT B b. The Site-Specific Risk Assessment includes the completion of the hand calculated R value Risk Calculator 5. Post-Construction Water Balance Calculator All dischargers subject to this requirement shall complete the Water Balance Calculator (in Appendix 2) in accordance with the instructions. 6. ATS Design Document and Certification All dischargers using ATS must submit electronically their system design (as well as any supporting documentation) and proof that the system was designed by a qualified ATS design professional (See Attachment F). To obtain coverage under the General Permit PROs must be included and completed. If any of the required items are missing, the PRO submittal is considered incomplete and will be rejected. Upon receipt of a complete PRO submittal, the State Water Board will process the application package in the order received and assign a (WOIO) number. Questions? If you have any questions on completing the PROs please email stormwater@waterboards.ca.gov or call (866) 563-3107. 2009-0009-DWQ as amended by 2010-0014-DWQ & 2012-2006-DWQ 4 ORIGINAL Notice of Intent (NOI) Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 CURRENT Notice of Intent (NOI) Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Change of Information Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Risk Assessment Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 CA Storm water Multiple Applications and Report Tracking System-Ver 7.1 Bld: 7.16.2 ... Page l of 1 Syatezn You are logged-in as: Sven Gierlichs -Sven Gierlichs. Navigate To: If this account does not belong to you, please log out. Please complete all applicable tabs before submitting the form. If you want to complete the application at a later time, please click Owner: Not Submitted Site: Carlsbad Pine Avenue Previous ID: Pine Ave Carlsbad CA 92008 Certified Date: Processed Date: NOT Effective Date: Permit Type: Construction -NOI Owner Info Developer Info Site Info R:sk Addtl Site Info Post Construction Billing Info Attachments Certification Print Status History linked Users NOTs COis SEDIMENT RISK FACTOR WORKSHEET Instructions: Enter R,K and LS factor values. System will calculate watershed erosion estimates and site sediment risk factor A. Sediment Risk A) R Factor Value:(What's this?) B) K Factor Value (weighted average, by area, for all site soils)(What's this?) ""'If not using the SVVRCB m.::1p(Popu~ate K Factorl upload yt)Ur an<~iys!s on lile !\Uachrnenl Tab prior to sutm11tt1ng to t:1e SVVRCB. C) LS Factor (weighted average, by area, for all slopes)(What's this?) ""'If'"'' us:ng the SWRCB m:.p(f'c,pui<Jtc: L.S Fi>clo>) uplmnJ your andlys1s on I he r'\tt:::~chment Tab pnor 1o <::.ubmittln~i to 1he SVVRCE3 Watershed Erosion Estimate (=R*K*LS) in tons/acre 9.35 EIVING WATER (RW) RISK FACTOR WORKSHEET A. Watershed Characteristics A.1.(a) Does the disturbed area discharge directly or indirectly to a 303(d) listed waterbody impaired by sediment? A.1.(b) Is the disturbed area located within a sub-watershed draining to a 303(d) listed waterbody impaired by sediment? A.2. Is the disturbed area located within a planning watershed draining to a waterbody with designated beneficial uses of COLD, SPAWN AND MIGRATORY? C. Combined Risk Level Matrix Receiving Water Risk Project Sediment Risk: Sediment Risk Low Medium High Low I Level1 Level2 High~===========~====L=ev=e=I2============L=e=v=el=3~ low Project Receiving Water Risk: low Project Combined Risk: Level1 Fields marked wrth * ore !Tlanciatory fields Site Sediment Risk Factor Low Low Sediment Risk: < 15 tons/acre Medium Sediment Risk: >/= 15 and <75 tons/acre High Sediment Risk: >/= 75 tons/acre Yes = High, No = Low Statewide Map of High Receiving Water Risk Watersheds © 2015 State of California. Conditions of Use Privacy Policy ____ _L ___ ,_--__ _]_ -----/_ If' IT" LEW Results I Stormwater I US EPA Water: Stormwater You are here: Water,. Pollution Prevention & Control,. Permitting (NPDES) .,Stormwater,. LEW Results LEW Results Rainfall Erosivity Factor Calculator for Small Construction Sites Facility Information Start Date: End Date: Latitude: Longitude: 11/15/2016 11/30/2017 33.1571 -117.3430 Erosivity Index Calculator Results Page 1 of 1 http://water.epa.gov/polwaste/npdes/stormwater/LEW-Results.cfm AN EROSIVITY INDEX VALUE OF 34.63 HAS BEEN DETERMINED FOR THE CONSTRUCTION PERIOD OF 11/15/2016-11/30/2017. A rainfall erosivity factor of 5.0 or greater has been calculated for your site and period of construction. You do NOT qualify for a waiver from NPDES permitting requirements. Last llpdated on Monday. July 28. 2014 Vicinity Map Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 , I ·\ I " I i /''. ( ' , , I //1 .. ' L I/ _Tl_ I ' '"'(1--..' ,,... ~, ,.IJ. .. ·"' \ 10525 Vista Sorrento Parkway, Suite 350, San Diego, CA 92121 (858) 500-4500 Fax: (858) 500-4501 SL PLOT NO: 1 ·--~ ~ \ ,. (::;----. / ·~ I "'• ~~ •, \ \ I t ' 1' .... ·---"" -~ .. s..;--=:.:.:-:~--=-~~:.:: ._ \ { ,, ) ··' ;: I ' (• .. . , V ICINITY MAP PINE AVENUE COMMUNITY PARK 3333 HARDING STREET CARLSBAD , CA 92008 DATE SEPT, 2015 PROJECT NUMBER: A16 0040 FIG 1 ORIGINAL Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Waste Discharge Identification (WDID) Number Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Tab B -Reference Copy of Construction General Permit Order No. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-2006- DWQ for Storm Water Discharges Associated with Construction Activities with Attachment C (Risk Levell) Linda S. Adams Secretary for Environmental Protection State Water Resources Control Board Division of Water Quality 1001 I Street • Sacramento, California 95814 • (916) 341-5455 Mailing Address: P.O. Box 100 • Sacramento, California • 95812-0100 Fax (916) 341-5463 • http://www.waterboards.ca.gov NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT FOR STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES ORDER NO. 2009-0009-DWQ NPDES NO. CAS000002 Arnold Schwarzenegger Governor This Order was adopted by the State Water Resources Control September 2, 2009 Board on: This Order shall become effective on: July 1, 2010 This Order shall expire on: September 2, 2014 IT IS HEREBY ORDERED, that this Order supersedes Order No. 99-08-DWQ [as amended by Order No. 2010-0014-DWQ] except for enforcement purposes. The Discharger shall comply with the requirements in this Order to meet the provisions contained in Division 7 of the California Water Code (commencing with section 13000) and regulations adopted thereunder, and the provisions of the federal Clean Water Act and regulations and guidelines adopted thereunder. I, Jeanine Townsend, Clerk to the Board, do hereby certify that this Order with all attachments is a full, true, and correct copy of an Order adopted by the State Water Resources Control Board, on September 2, 2009. AYE: Vice Chair Frances Spivy-Weber Board Member Arthur G. Baggett, Jr. Board Member Tam M. Doduc NAY: Chairman Charles R. Hoppin ABSENT: None ABSTAIN: None Jeani® Townsend Clerk to the Board 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ State Water Resources Control Board Linda S. Adams Secretary for Environmental Protection Division of Water Quality Arnold Schwz 99• 1001 I Street· Sacramento, California 95814 • (916) 341-5455 Mailing Address: P.O. Box 100 ·Sacramento, California· 95812-0100 Fax (916) 341-5463 • http://www.waterboards.ca.gov NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT FOR STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES ORDER NO. 201 0-0014-DWQ NPDES NO. CAS000002 Order No. 2009-0009-DWQ was adopted by the State Water Resources Control Board on: Order No. 2009-0009-DWQ became effective on: Order No. 2009-0009-DWQ shall expire on: This Order, which amends Order No. 2009-0009-DWQ, was adopted by the State Water Resources Control Board on: This Order shall become effective on: September 2, 2009 July 1, 2010 September 2, 2014 November 16, 2010 February 14, 2011 IT IS HEREBY ORDERED that this Order amends Order No. 2009-0009-DWQ. Additions to Order No. 2009-0009-DWQ are reflected in blue-underline text and deletions are reflected in red-strikeout text. IT IS FURTHER ORDERED that staff are directed to prepare and post a conformed copy of Order No. 2009-0009-DWQ incorporating the revisions made by this Order. I, Jeanine Townsend, Clerk to the Board, do hereby certify that this Order with all attachments is a full, true, and correct copy of an Order adopted by the State Water Resources Control Board, on November 16, 2010. AYE: Chairman Charles R. Hoppin Vice Chair Frances Spivy-Weber Board Member Arthur G. Baggett, Jr. Board Member Tam M. Doduc NAY: None ABSENT: None ABSTAIN: None Jeani~ Townsend Clerk to the Board Gaven State Water Resources Control Board . ED~lJND G. BROWN JR. GOVERNOR ~ MATTHEW RODRIQUEZ l ""-~ SECRETARY FOR .,...., f=-NVIRONMf-N'"~L P~O'FCT!ON NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT FOR STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES ORDER NO. 2012-0006-DWQ NPDES NO. CAS000002 Order No. 2009-0009-DWQ was adopted by the State Water Resources Control Board on: Order No. 2009-0009-DWQ became effective on: Order No. 2010-0014-DWQ became effective on: Order No. 2009-0009-DWQ as amended by 2010-0014-DWQ shall expire on: This Order, which amends Order No. 2009-0009-DWQ as amended by 2010-0014-DWQ, was adopted by the State Water Resources Control Board on: This Order No. 2012-0006-DWQ shall become effective on: September 2, 2009 July 1, 2010 February 14, 2011 September 2, 2014 July 17, 2012 July 17, 2012 IT IS HEREBY ORDERED that this Order amends Order No. 2009-0009-DWQ. Additions to Order No. 2009-0009-DWQ are reflected in text and deletions are reflected in red-strikeout text. IT IS FURTHER ORDERED that staff are directed to prepare and post a conformed copy of Order No. 2009-000-DWQ incorporating the revisions made by this Order. I, Jeanine Townsend, Clerk to the Board, do hereby certify that this Order with all attachments is a full, true, and correct copy of an Order adopted by the State Water Resources Control Board, on July 17, 2012. AYE: NAY: ABSENT: ABSTAIN: Chairman Charles R. Hoppin Vice Chair Frances Spivy-Weber Board Member Tam M. Doduc Board Member Steven Moore Board Member Felicia Marcus None None None JeanintJownsend Clerk to the Board TABLE OF CONTENTS I. FINDINGS ...................................................................................................................................... 1 II. CONDITIONS FOR PERMIT COVERAGE ............................................................................ 14 III. DISCHARGE PROHIBITIONS ................................................................................................. 20 IV. SPECIAL PROVISIONS ............................................................................................................. 22 V. EFFLUENT STANDARDS & RECEIVING WATER MONITORING ................................. 28 VI. RECEIVING WATER LIMITATIONS .................................................................................... 31 VII. TRAINING QUALIFICATIONS AND CERTIFICATION REQUIREMENTS ................... 32 VIII. RISK DETERMINATION .......................................................................................................... 33 IX. RISK LEVEL 1 REQUIREMENTS ........................................................................................... 34 X. RISK LEVEL 2 REQUIREMENTS ........................................................................................... 34 XI. RISK LEVEL 3 REQUIREMENTS ........................................................................................... 34 XII. ACTIVE TREATMENT SYSTEMS (A TS) ............................................................................... 34 XIII. POST-CONSTRUCTION STANDARDS .................................................................................. 35 XIV. SWPPP REQUIREMENTS ........................................................................................................ 37 XV. REGIONAL WATER BOARD AUTHORITIES ...................................................................... 38 XVI. ANNUAL REPORTING REQUIREMENTS ............................................................................ 39 LIST OF ATTACHMENTS Attachment A-Linear Underground/Overhead Requirements Attachment A.1 -LUP Type Determination Attachment A.2-LUP Permit Registration Documents Attachment B-Permit Registration Documents Attachment C-Risk Level1 Requirements Attachment D-Risk Level 2 Requirements Attachment E-Risk Level 3 Requirements Attachment F-Active Treatment System (ATS) Requirements LIST OF APPENDICES Appendix 1 -Risk Determination Worksheet Appendix 2 -Post-Construction Water Balance Performance Standard Appendix 2.1 -Post-Construction Water Balance Performance Standard Spreadsheet Appendix 3-Bioassessment Monitoring Guidelines Appendix 4-Adopted/Implemented Sediment TMDLs Appendix 5 -Glossary Appendix 6 -Acronyms Appendix 7-State and Regional Water Resources Control Board Contacts 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ STATE WATER RESOURCES CONTROL BOARD ORDER NO. 2009-0009-DWQ [AS AMENDED BY ORDER NO. 2010-0014-DWQ] NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL PERMIT NO. CAS000002 WASTE DISCHARGE REQUIREMENTS FOR DISCHARGES OF STORM WATER RUNOFF ASSOCIATED WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES I. FINDINGS A. General Findings Order The State Water Resources Control Board (State Water Board) finds that: 1. The federal Clean Water Act (CWA) prohibits certain discharges of storm water containing pollutants except in compliance with a National Pollutant Discharge Elimination System (NPDES) permit (Title 33 United States Code (U.S.C.) §§ 1311 and 1342(p); also referred to as Clean Water Act (CWA) §§ 301 and 402(p)). The U.S. Environmental Protection Agency (U.S. EPA) promulgates federal regulations to implement the CWA's mandate to control pollutants in storm water runoff discharges. (Title 40 Code of Federal Regulations (C.F.R.) Parts 122, 123, and 124 ). The federal statutes and regulations require discharges to surface waters comprised of storm water associated with construction activity, including demolition, clearing, grading, and excavation, and other land disturbance activities (except operations that result in disturbance of less than one acre of total land area and which are not part of a larger common plan of development or sale), to obtain coverage under an NPDES permit. The NPDES permit must require implementation of Best Available Technology Economically Achievable (BAT) and Best Conventional Pollutant Control Technology (BCT) to reduce or eliminate pollutants in storm water runoff. The NPDES permit must also include additional requirements necessary to implement applicable water quality standards. 2. This General Permit authorizes discharges of storm water associated with construction activity so long as the dischargers comply with all requirements, provisions, limitations and prohibitions in the permit. In addition, this General Permit regulates the discharges of storm water associated with construction activities from all Linear 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 1 Order Underground/Overhead Projects resulting in the disturbance of greater than or equal to one acre (Attachment A). 3. This General Permit regulates discharges of pollutants in storm water associated with construction activity (storm water discharges) to waters of the United States from construction sites that disturb one or more acres of land surface, or that are part of a common plan of development or sale that disturbs more than one acre of land surface. 4. This General Permit does not preempt or supersede the authority of local storm water management agencies to prohibit, restrict, or control storm water discharges to municipal separate storm sewer systems or other watercourses within their jurisdictions. 5. This action to adopt a general NPDES permit is exempt from the provisions of Chapter 3 of the California Environmental Quality Act (CEQA) (Public Resources Code Section 21100, et seq.), pursuant to Section 13389 of the California Water Code. 6. Pursuant to 40 C.F.R. § 131.12 and State Water Board Resolution No. 68-16,1 which incorporates the requirements of§ 131.12 where applicable, the State Water Board finds that discharges in compliance with this General Permit will not result in the lowering of water quality standards, and are therefore consistent with those provisions. Compliance with this General Permit will result in improvements in water quality. 7. This General Permit serves as an NPDES permit in compliance with CWA § 402 and will take effect on July 1, 2010 by the State Water Board provided the Regional Administrator of the U.S. EPA has no objection. If the U.S. EPA Regional Administrator objects to its issuance, the General Permit will not become effective until such objection is withdrawn. 8. Following adoption and upon the effective date of this General Permit, the Regional Water Quality Control Boards (Regional Water Boards) shall enforce the provisions herein. 9. Regional Water Boards establish water quality standards in Basin Plans. The State Water Board establishes water quality standards in various statewide plans, including the California Ocean Plan. U.S. EPA establishes water quality standards in the National Toxic Rule (NTR) and the California Toxic Rule (CTR). 1 Resolution No. 68-16 generally requires that existing water quality be maintained unless degradation is justified based on specific findings. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 2 Order 10. This General Permit does not authorize discharges of fill or dredged material regulated by the U.S. Army Corps of Engineers under CWA § 404 and does not constitute a waiver of water quality certification under CWA § 401. 11 . The primary storm water pollutant at construction sites is excess sediment. Excess sediment can cloud the water, which reduces the amount of sunlight reaching aquatic plants, clog fish gills, smother aquatic habitat and spawning areas, and impede navigation in our waterways. Sediment also transports other pollutants such as nutrients, metals, and oils and greases. 12. Construction activities can impact a construction site's runoff sediment supply and transport characteristics. These modifications, which can occur both during and after the construction phase, are a significant cause of degradation of the beneficial uses established for water bodies in California. Dischargers can avoid these effects through better construction site design and activity practices. 13. This General Permit recognizes four distinct phases of construction activities. The phases are Grading and Land Development Phase, Streets and Utilities Phase, Vertical Construction Phase, and Final Landscaping and Site Stabilization Phase. Each phase has activities that can result in different water quality effects from different water quality pollutants. This General Permit also recognizes inactive construction as a category of construction site type. 14. Compliance with any specific limits or requirements contained in this General Permit does not constitute compliance with any other applicable requirements. 15. Following public notice in accordance with State and Federal laws and regulations, the State Water Board heard and considered all comments and testimony in a public hearing on 06/03/2009. The State Water Board has prepared written responses to all significant comments. 16. Construction activities obtaining coverage under the General Permit may have multiple discharges subject to requirements that are specific to general, linear, and/or active treatment system discharge types. 17. The State Water Board may reopen the permit if the U.S. EPA adopts a final effluent limitation guideline for construction activities. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 3 Order B. Activities Covered Under the General Permit 18. Any construction or demolition activity, including, but not limited to, clearing, grading, grubbing, or excavation, or any other activity that results in a land disturbance of equal to or greater than one acre. 19. Construction activity that results in land surface disturbances of less than one acre if the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface. 20. Construction activity related to residential, commercial, or industrial development on lands currently used for agriculture including, but not limited to, the construction of buildings related to agriculture that are considered industrial pursuant to U.S. EPA regulations, such as dairy barns or food processing facilities. 21. Construction activity associated with Linear Underground/Overhead Utility Projects (LUPs) including, but not limited to, those activities necessary for the installation of underground and overhead linear facilities (e.g., conduits, substructures, pipelines, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include, but are not limited to, underground utility mark-out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road and pole/tower pad and cable/wire pull station, substation construction, substructure installation, construction of tower footings and/or foundations, pole and tower installations, pipeline installations, welding, concrete and/or pavement repair or replacement, and stockpile/borrow locations. 22. Discharges of sediment from construction activities associated with oil and gas exploration, production, processing, or treatment operations or transmission facilities. 2 23. Storm water discharges from dredge spoil placement that occur outside of U.S. Army Corps of Engineers jurisdiction (upland sites) and that disturb one or more acres of land surface from construction activity are covered by this General Permit. Construction sites that intend to disturb one or more acres of land within the jurisdictional boundaries of 2 Pursuant to the Ninth Circuit Court of Appeals' decision in NRDC v. EPA (9th Cir. 2008) 526 F.3d 591, and subsequent denial of the U.S. EPA's petition for reconsideration in November 2008, oil and gas construction activities discharging storm water contaminated only with sediment are no longer exempt from the NPDES program. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 4 Order a CWA § 404 permit should contact the appropriate Regional Water Board to determine whether this permit applies to the site. C. Activities Not Covered Under the General Permit 24. Routine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of the facility. 25. Disturbances to land surfaces solely related to agricultural operations such as disking, harrowing, terracing and leveling, and soil preparation. 26. Discharges of storm water from areas on tribal lands; construction on tribal lands is regulated by a federal permit. 27. Construction activity and land disturbance involving discharges of storm water within the Lake Tahoe Hydrologic Unit. The Lahontan Regional Water Board has adopted its own permit to regulate storm water discharges from construction activity in the Lake Tahoe Hydrologic Unit (Regional Water Board 6SL T). Owners of construction sites in this watershed must apply for the Lahontan Regional Water Board permit rather than the statewide Construction General Permit. 28. Construction activity that disturbs less than one acre of land surface, and that is not part of a larger common plan of development or the sale of one or more acres of disturbed land surface. 29. Construction activity covered by an individual NPDES Permit for storm water discharges. 30. Discharges from small (1 to 5 acre) construction activities with an approved Rainfall Erosivity Waiver authorized by U.S. EPA Phase II regulations certifying to the State Board that small construction activity will occur only when the Rainfall Erosivity Factor is less than 5 ("R" in the Revised Universal Soil Loss Equation). 31. Landfill construction activity that is subject to the Industrial General Permit. 32. Construction activity that discharges to Combined Sewer Systems. 33. Conveyances that discharge storm water runoff combined with municipal sewage. 34. Discharges of storm water identified in CWA § 402(/)(2), 33 U.S.C. § 1342(/)(2). 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 5 Order 35. Discharges occurring in basins that are not tributary or hydrologically connected to waters of the United States (for more information contact your Regional Water Board). D. Obtaining and Modifying General Permit Coverage 36. This General Permit requires all dischargers to electronically file all Permit Registration Documents (PROs), Notices of Termination (NOT), changes of information, annual reporting, and other compliance documents required by this General Permit through the State Water Board's Storm water Multi-Application and Report Tracking System (SMARTS) website. 37.Any information provided to the Regional Water Board shall comply with the Homeland Security Act and any other federal law that concerns security in the United States; any information that does not comply should not be submitted. 38. This General Permit grants an exception from the Risk Determination requirements for existing sites covered under Water Quality Orders No. 99-08-DWQ, and No. 2003-0007 -DWQ. For certain sites, adding additional requirements may not be cost effective. Construction sites covered under Water Quality Order No. 99-08-DWQ shall obtain permit coverage at the Risk Level 1. LUPs covered under Water Quality Order No. 2003-0007 -DWQ shall obtain permit coverage as a Type 1 LUP. The Regional Water Boards have the authority to require Risk Determination to be performed on sites currently covered under Water Quality Orders No. 99-08-DWQ and No. 2003-0007 -DWQ where they deem it necessary. The State Water Board finds that there are two circumstances when it may be appropriate for the Regional Water Boards to require a discharger that had filed an NOI under State Water Board Order No. 99-08-DWQ to recalculate the site's risk level. These circumstances are: (1) when the discharger has a demonstrated history of noncompliance with State Water Board Order No. 99-08- DWQ or; (2) when the discharger's site poses a significant risk of causing or contributing to an exceedance of a water quality standard without the implementation of the additional Risk Level 2 or 3 requirements. E. Prohibitions 39. All discharges are prohibited except for the storm water and non-storm water discharges specifically authorized by this General Permit or another NPDES permit. Non-storm water discharges include a wide variety of sources, including improper dumping, spills, or leakage from storage tanks or transfer areas. Non-storm water discharges may 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 6 Order contribute significant pollutant loads to receiving waters. Measures to control spills, leakage, and dumping, and to prevent illicit connections during construction must be addressed through structural as well as non-structural Best Management Practices (BMPsr The State Water Board recognizes, however, that certain non-storm water discharges may be necessary for the completion of construction. 40. This General Permit prohibits all discharges which contain a hazardous substance in excess of reportable quantities established in 40 C.F.R. §§ 117.3 and 302.4, unless a separate NPDES Permit has been issued to regulate those discharges. 41. This General Permit incorporates discharge prohibitions contained in water quality control plans, as implemented by the State Water Board and the nine Regional Water Boards. 42. Pursuant to the Ocean Plan, discharges to Areas of Special Biological Significance (ASBS) are prohibited unless covered by an exception that the State Water Board has approved. 43. This General Permit prohibits the discharge of any debris4 from construction sites. Plastic and other trash materials can cause negative impacts to receiving water beneficial uses. The State Water Board encourages the use of more environmentally safe, biodegradable materials on construction sites to minimize the potential risk to water quality. F. Training 44.1n order to improve compliance with and to maintain consistent enforcement of this General Permit, all dischargers are required to appoint two positions-the Qualified SWPPP Developer (QSD) and the Qualified SWPPP Practitioner (QSP) -who must obtain appropriate training. Together with the key stakeholders, the State and Regional Water Boards are leading the development of this curriculum through a collaborative organization called The Construction General Permit (CGP) Training Team. 45. The Professional Engineers Act (Bus. & Prof. Code section 6700, et seq.) requires that all engineering work must be performed by a California licensed engineer. 3 BMPs are scheduling of activities, prohibitions of practices, maintenance procedures, and other management practices to prevent or reduce the discharge of pollutants to waters of the United States. BMPs also include treatment requirements, operating procedures, and practice to control site runoff, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. 4 Litter, rubble, discarded refuse, and remains of destroyed inorganic anthropogenic waste. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 7 Order G. Determining and Reducing Risk 46. The risk of accelerated erosion and sedimentation from wind and water depends on a number of factors, including proximity to receiving water bodies, climate, topography, and soil type. 47. This General Permit requires dischargers to assess the risk level of a site based on both sediment transport and receiving water risk. This General Permit contains requirements for Risk Levels 1, 2 and 3, and LUP Risk Type 1, 2, and 3 (Attachment A). Risk levels are established by determining two factors: first, calculating the site's sediment risk; and second, receiving water risk during periods of soil exposure (i.e. grading and site stabilization). Both factors are used to determine the site-specific Risk Level(s). LUPs can be determined to be Type 1 based on the flowchart in Attachment A.1. 48. Although this General Permit does not mandate specific setback distances, dischargers are encouraged to set back their construction activities from streams and wetlands whenever feasible to reduce the risk of impacting water quality (e.g., natural stream stability and habitat function). Because there is a reduced risk to receiving waters when setbacks are used, this General Permit gives credit to setbacks in the risk determination and post-construction storm water performance standards. The risk calculation and runoff reduction mechanisms in this General Permit are expected to facilitate compliance with any Regional Water Board and local agency setback requirements, and to encourage voluntary setbacks wherever practicable. 49. Rain events can occur at any time of the year in California. Therefore, a Rain Event Action Plan (REAP) is necessary for Risk Level 2 and 3 traditional construction projects (LUPs exempt) to ensure that active construction sites have adequate erosion and sediment controls implemented prior to the onset of a storm event, even if construction is planned only during the dry season. 50. Soil particles smaller than 0.02 millimeters (mm) (i.e., finer than medium silt) do not settle easily using conventional measures for sediment control (i.e., sediment basins). Given their long settling time, dislodging these soils results in a significant risk that fine particles will be released into surface waters and cause unacceptable downstream impacts. If operated correctly, an Active Treatment System (ATS5) can prevent or reduce the release of fine particles from construction sites. 5 An ATS is a treatment system that employs chemical coagulation, chemical flocculation, or electro coagulation in order to reduce turbidity caused by fine suspended sediment. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 8 Use of an ATS can effectively reduce a site's risk of impacting receiving waters. Order 51. Dischargers located in a watershed area where a Total Maximum Daily Load (TMDL) has been adopted or approved by the Regional Water Board or U.S. EPA may be required by a separate Regional Water Board action to implement additional BMPs, conduct additional monitoring activities, and/or comply with an applicable waste load allocation and implementation schedule. Such dischargers may also be required to obtain an individual Regional Water Board permit specific to the area. H. Effluent Standards 52. The State Water Board convened a blue ribbon panel of storm water experts that submitted a report entitled, "The Feasibility of Numeric Effluent Limits Applicable to Discharges of Storm Water Associated with Municipal, Industrial and Construction Activities," dated June 19, 2006. The panel concluded that numeric limits or action levels are technically feasible to control construction storm water discharges, provided that certain conditions are considered. The panel also concluded that numeric effluent limitations (NELs) are feasible for discharges from construction sites that utilize an ATS. The State Water Board has incorporated the expert panel's suggestions into this General Permit, which includes numeric action levels (NALs) for pH and turbidity, and special numeric limits for ATS discharges. Determining Compliance with Numeric Limitations 53. This General Permit sets a pH NAL of 6.5 to 8.5, and a turbidity NAL of 250 NTU. The purpose of the NAL and its associated monitoring requirement is to provide operational information regarding the performance of the measures used at the site to minimize the discharge of pollutants and to protect beneficial uses and receiving waters from the adverse effects of construction-related storm water discharges. An exceedance of aNAL does not constitute a violation of this General Permit. 54. This General Permit requires dischargers with NAL exceedances to immediately implement additional BMPs and revise their Storm Water Pollution Prevention Plans (SWPPPs) accordingly to either prevent pollutants and authorized non-storm water discharges from contaminating storm water, or to substantially reduce the pollutants to levels consistently below the NALs. NAL exceedances are reported in the State Water Boards SMARTS system, and the discharger is 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 9 Order required to provide an NAL Exceedance Report when requested by a Regional Water Board. I. Receiving Water Limitations 55. This General Permit requires all enrolled dischargers to determine the receiving waters potentially affected by their discharges and to comply with all applicable water quality standards, including any more stringent standards applicable to a water body. J. Sampling, Monitoring, Reporting and Record Keeping 56. Visual monitoring of storm water and non-storm water discharges is required for all sites subject to this General Permit. 57. Records of all visual monitoring inspections are required to remain on- site during the construction period and for a minimum of three years. 58. For all Risk Level 3/LUP Type 3 and Risk Level 2/LUP Type 2 sites, this General Permit requires effluent monitoring for pH and turbidity. Sampling, analysis and monitoring requirements for effluent monitoring for pH and turbidity are contained in this General Permit. 59. Risk Level 3 and LUP Type 3 sites with effluent that exceeds the Receiving Water Monitoring Triggers contained in this General Permit and with direct discharges to receiving water are required to conduct receiving water monitoring. An exceedance of a Receiving Water Monitoring Trigger does not constitute a violation of this General Permit. 60. This General Permit establishes a 5 year, 24 hour (expressed in inches of rainfall) as an exemptions to the receiving water monitoring requirements for Risk Level 3 and LUP Type 3 dischargers. 61.1f run-on is caused by a forest fire or any other natural disaster, then receiving water monitoring triggers do not apply. 62. For Risk Level 3 and LUP Type 3 sites larger than 30 acres and with direct discharges to receiving waters, this General Permit requires bioassessment sampling before and after site completion to determine if significant degradation to the receiving water's biota has occurred. Bioassessment sampling guidelines are contained in this General Permit. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 10 Order 63. A summary and evaluation of the sampling and analysis results will be submitted in the Annual Reports. 64. This General Permit contains sampling, analysis and monitoring requirements for non-visible pollutants at all sites subject to this General Permit. 65. Compliance with the General Permit relies upon dischargers to electronically self-report any discharge violations and to comply with any Regional Water Board enforcement actions. 66. This General Permit requires that all dischargers maintain a paper or electronic copy of all required records for three years from the date generated or date submitted, whichever is last. These records must be available at the construction site until construction is completed. For LUPs, these documents may be retained in a crew member's vehicle and made available upon request. K. Active Treatment System (ATS) Requirements 67.Active treatment systems add chemicals to facilitate flocculation, coagulation and filtration of suspended sediment particles. The uncontrolled release of these chemicals to the environment can negatively affect the beneficial uses of receiving waters and/or degrade water quality (e.g., acute and chronic toxicity). Additionally, the batch storage and treatment of storm water through an ATS' can potentially cause physical impacts on receiving waters if storage volume is inadequate or due to sudden releases of the ATS batches and improperly designed outfalls. 68.1f designed, operated and maintained properly an ATS can achieve very high removal rates of suspended sediment (measured as turbidity), albeit at sometimes significantly higher costs than traditional erosion/sediment control practices. As a result, this General Permit establishes NELs consistent with the expected level of typical ATS performance. 69. This General Permit requires discharges of storm water associated with construction activity that undergo active treatment to comply with special operational and effluent limitations to ensure that these discharges do not adversely affect the beneficial uses of the receiving waters or cause degradation of their water quality. 70. For ATS discharges, this General Permit establishes technology-based NELs for turbidity. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 11 Order 71. This General Permit establishes a 10 year, 24 hour (expressed in inches of rainfall) Compliance Storm Event exemption from the technology-based numeric effluent limitations for ATS discharges. Exceedances of the ATS turbidity NEL constitutes a violation of this General Permit. L. Post-Construction Requirements 72. This General Permit includes performance standards for post- construction that are consistent with State Water Board Resolution No. 2005-0006, "Resolution Adopting the Concept of Sustainability as a Core Value for State Water Board Programs and Directing Its Incorporation," and 2008-0030, "Requiring Sustainable Water Resources Management." The requirement for all construction sites to match pre-project hydrology will help ensure that the physical and biological integrity of aquatic ecosystems are sustained. This "runoff reduction" approach is analogous in principle to Low Impact Development (LID) and will serve to protect related watersheds and waterbodies from both hydrologic-based and pollution impacts associated with the post-construction landscape. 73. LUP projects are not subject to post-construction requirements due to the nature of their construction to return project sites to pre- construction conditions. M. Storm Water Pollution Prevention Plan Requirements 74. This General Permit requires the development of a site-specific SWPPP. The SWPPP must include the information needed to demonstrate compliance with all requirements of this General Permit, and must be kept on the construction site and be available for review. The discharger shall ensure that a QSD develops the SWPPP. 75. To ensure proper site oversight, this General Permit requires a Qualified SWPPP Practitioner to oversee implementation of the BMPs required to comply with this General Permit. N. Regional Water Board Authorities 76. Regional Water Boards are responsible for implementation and enforcement of this General Permit. A general approach to permitting is not always suitable for every construction site and environmental circumstances. Therefore, this General Permit recognizes that Regional Water Boards must have some flexibility and authority to alter, approve, exempt, or rescind permit authority granted under this 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 12 Order General Permit in order to protect the beneficial uses of our receiving waters and prevent degradation of water quality. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 13 Order IT IS HEREBY ORDERED that all dischargers subject to this General Permit shall comply with the following conditions and requirements (including all conditions and requirements as set forth in Attachments A, B, C, D, E and F)6: II. CONDITIONS FOR PERMIT COVERAGE A. Linear Underground/Overhead Projects (LUPs} 1. Linear Underground/Overhead Projects (LUPs) include, but are not limited to, any conveyance, pipe, or pipeline for the transportation of any gaseous, liquid (including water and wastewater for domestic municipal services), liquescent, or slurry substance; any cable line or wire for the transmission of electrical energy; any cable line or wire for communications (e.g. telephone, telegraph, radio or television messages); and associated ancillary facilities. Construction activities associated with LUPs include, but are not limited to, (a) those activities necessary for the installation of underground and overhead linear facilities (e.g., conduits, substructures, pipelines, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment, and associated ancillary facilities); and include, but are not limited to, (b) underground utility mark-out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road and pole/tower pad and cable/wire pull station, substation construction, substructure installation, construction of tower footings and/or foundations, pole and tower installations, pipeline installations, welding, concrete and/ or pavement repair or replacement, and stockpile/borrow locations. 2. The Legally Responsible Person is responsible for obtaining coverage under the General Permit where the construction of pipelines, utility lines, fiber-optic cables, or other linear underground/overhead projects will occur across several properties unless the LUP construction activities are covered under another construction storm water permit. 3. Only LUPs shall comply with the conditions and requirements in Attachment A, A.1 & A.2 of this Order. The balance of this Order is not applicable to LUPs except as indicated in Attachment A. 6 These attachments are part of the General Permit itself and are not separate documents that are capable of being updated independently by the State Water Board. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 14 Order B. Obtaining Permit Coverage Traditional Construction Sites 1. The Legally Responsible Person (LRP) (see Special Provisions, Electronic Signature and Certification Requirements, Section IV.I.1) must obtain coverage under this General Permit. 2. To obtain coverage, the LRP must electronically file Permit Registration Documents (PROs) prior to the commencement of construction activity. Failure to obtain coverage under this General Permit for storm water discharges to waters of the United States is a violation of the CWA and the California Water Code. 3. PROs shall consist of: a. Notice of Intent (NOI) b. Risk Assessment (Section VIII) c. Site Map d. Storm Water Pollution Prevention Plan (Section XIV) e. Annual Fee f. Signed Certification Statement Any information provided to the Regional Water Board shall comply with the Homeland Security Act and any other federal law that concerns security in the United States; any information that does not comply should not be submitted. Attachment B contains additional PRO information. Dischargers must electronically file the PROs, and mail the appropriate annual fee to the State Water Board. 4. This permit is effective on July 1, 2010. a. Dischargers Obtaining Coverage On or After July 1, 2010: All dischargers requiring coverage on or after July 1, 2010, shall electronically file their PROs prior to the commencement of construction activities, and mail the appropriate annual fee no later than seven days prior to the commencement of construction activities. Permit coverage shall not commence until the PROs and the annual fee are received by the State Water Board, and a WOlD number is assigned and sent by SMARTS. b. Dischargers Covered Under 99-08-DWQ and 2003-0007-DWQ: Existing dischargers subject to State Water Board Order No. 99-08- DWQ (existing dischargers) will continue coverage under 99-08- DWQ until July 1, 2010. After July 1, 2010, all NO Is subject to State Water Board Order No. 99-08-DWQ will be terminated. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 15 Order Existing dischargers shall electronically file their PROs no later than July 1, 2010. If an existing discharger's site acreage subject to the annual fee has changed, it shall mail a revised annual fee no less than seven days after receiving the revised annual fee notification, or else lose permit coverage. All existing dischargers shall be exempt from the risk determination requirements in Section VIII of this General Permit until two years after permit adoption. All existing dischargers are therefore subject to Risk Level 1 requirements regardless of their site's sediment and receiving water risks. However, a Regional Board retains the authority to require an existing discharger to comply with the Section VIII risk determination requirements. 5. The discharger is only considered covered by this General Permit upon receipt of a Waste Discharger Identification (WOlD) number assigned and sent by the State Water Board Storm water Multi-Application and Report Tracking System (SMARTS). In order to demonstrate compliance with this General Permit, the discharger must obtain a WOlD number and must present documentation of a valid WOlD upon demand. 6. During the period this permit is subject to review by the U.S. EPA, the prior permit (State Water Board Order No. 99-08-DWQ) remains in effect. Existing dischargers under the prior permit will continue to have coverage under State Water Board Order No. 99-08-DWQ until this General Permit takes effect on July 1, 2010. Dischargers who complete their projects and electronically file an NOT prior to July 1, 2010, are not required to obtain coverage under this General Permit. 7. Small Construction Rainfall Erosivity Waiver EPA's Small Construction Erosivity Waiver applies to sites between one and five acres demonstrating that there are no adverse water quality impacts. Dischargers eligible for a Rainfall Erosivity Waiver based on low erosivity potential shall complete the electronic Notice of Intent (NOI) and Sediment Risk form through the State Water Board's SMARTS system, certifying that the construction activity will take place during a period when the value of the rainfall erosivity factor is less than five. Where the LRP changes or another LRP is added during construction, the new LRP must also submit a waiver certification through the SMARTS system. If a small construction site continues beyond the projected completion date given on the waiver certification, the LRP shall recalculate the 2009-0009-DWQ amended by 201 0-0014-DWQ & 2012-0006-DWQ 16 Order rainfall erosivity factor for the new project duration and submit this information through the SMARTS system. If the new R factor is below five (5), the discharger shall update through SMARTS all applicable information on the waiver certification and retain a copy of the revised waiver onsite. The LRP shall submit the new waiver certification 30 days prior to the projected completion date listed on the original waiver form to assure exemption from permitting requirements is uninterrupted. If the new R factor is five (5) or above, the LRP shall be required to apply for coverage under this Order. 8. In the case of a public emergency that requires immediate construction activities, a discharger shall submit a brief description of the emergency construction activity within five days of the onset of construction, and then shall submit all PROs within thirty days. C. Revising Permit Coverage for Change of Acreage or New Ownership 1. The discharger may reduce or increase the total acreage covered under this General Permit when a portion of the site is complete and/or conditions for termination of coverage have been met (See Section 11.0 Conditions for Termination of Coverage); when ownership of a portion of the site is sold to a different entity; or when new acreage, subject to this General Permit, is added to the site. 2. Within 30 days of a reduction or increase in total disturbed acreage, the discharger shall electronically file revisions to the PROs that include: a. A revised NOI indicating the new project size; b. A revised site map showing the acreage of the site completed, acreage currently under construction, acreage sold/transferred or added, and acreage currently stabilized in accordance with the Conditions for Termination of Coverage in Section 11.0 below. c. SWPPP revisions, as appropriate; and d. Certification that any new landowners have been notified of applicable requirements to obtain General Permit coverage. The certification shall include the name, address, telephone number, and e-mail address of the new landowner. e. If the project acreage has increased, dischargers shall mail payment of revised annual fees within 14 days of receiving the revised annual fee notification. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 17 Order 3. The discharger shall continue coverage under the General Permit for any parcel that has not achieved "Final Stabilization" as defined in Section II.D. 4. When an LRP with active General Permit coverage transfers its LRP status to another person or entity that qualifies as an LRP, the existing LRP shall inform the new LRP of the General Permit's requirements. In order for the new LRP to continue the construction activity on its parcel of property, the new LRP, or the new LRP's approved signatory, must submit PROs in accordance with this General Permit's requirements. D. Conditions for Termination of Coverage 1. Within 90 days of when construction is complete or ownership has been transferred, the discharger shall electronically file a Notice of Termination (NOT), a final site map, and photos through the State Water Boards SMARTS system. Filing a NOT certifies that all General Permit requirements have been met. The Regional Water Board will consider a construction site complete only when all portions of the site have been transferred to a new owner, or all of the following conditions have been met: a. For purposes of "final stabilization," the site will not pose any additional sediment discharge risk than it did prior to the commencement of construction activity; b. There is no potential for construction-related storm water pollutants to be discharged into site runoff; c. Final stabilization has been reached; d. Construction materials and wastes have been disposed of properly; e. Compliance with the Post-Construction Standards in Section XIII of this General Permit has been demonstrated; f. Post-construction storm water management measures have been installed and a long-term maintenance plan7 has been established; and g. All construction-related equipment, materials and any temporary BMPs no longer needed are removed from the site. 7 For the purposes of this requirement a long-term maintenance plan will be designed for a minimum of five years, and will describe the procedures to ensure that the post-construction storm water management measures are adequately maintained. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 18 Order 2. The discharger shall certify that final stabilization conditions are satisfied in their NOT. Failure to certify shall result in continuation of permit coverage and annual billing. 3. The NOT must demonstrate through photos, RUSLE or RUSLE2, or results of testing and analysis that the site meets all of the conditions above (Section 11.0.1) and the final stabilization condition (Section II.D.1.a) is attained by one of the following methods: a. "70% final cover method," no computational proof required OR: b. "RUSLE or RUSLE2 method," computational proof required OR: c. "Custom method", the discharger shall demonstrate in some other manner than a or b, above, that the site complies with the "final stabilization" requirement in Section II.D.1.a. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 19 Order Ill. DISCHARGE PROHIBITIONS A. Dischargers shall not violate any discharge prohibitions contained in applicable Basin Plans or statewide water quality control plans. Waste discharges to Areas of Special Biological Significance (ASBS) are prohibited by the California Ocean Plan, unless granted an exception issued by the State Water Board. B. All discharges are prohibited except for the storm water and non-storm water discharges specifically authorized by this General Permit or another NPDES permit. C. Authorized non-storm water discharges may include those from de- chlorinated potable water sources such as: fire hydrant flushing, irrigation of vegetative erosion control measures, pipe flushing and testing, water to control dust, uncontaminated ground water from dewatering, and other discharges not subject to a separate general NPDES permit adopted by a Regional Water Board. The discharge of non-storm water is authorized under the following conditions: 1. The discharge does not cause or contribute to a violation of any water quality standard; 2. The discharge does not violate any other provision of this General Permit; 3. The discharge is not prohibited by the applicable Basin Plan; 4. The discharger has included and implemented specific BMPs required by this General Permit to prevent or reduce the contact of the non- storm water discharge with construction materials or equipment. 5. The discharge does not contain toxic constituents in toxic amounts or (other) significant quantities of pollutants; 6. The discharge is monitored and meets the applicable NALs; and 7. The discharger reports the sampling information in the Annual Report. If any of the above conditions are not satisfied, the discharge is not authorized by this General Permit. The discharger shall notify the Regional Water Board of any anticipated non-storm water discharges not already authorized by this General Permit or another NPDES permit, to determine whether a separate NPDES permit is necessary. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 20 D. Debris resulting from construction activities are prohibited from being discharged from construction sites. Order E. When soil contamination is found or suspected and a responsible party is not identified, or the responsible party fails to promptly take the appropriate action, the discharger shall have those soils sampled and tested to ensure proper handling and public safety measures are implemented. The discharger shall notify the appropriate local, State, and federal agency(ies) when contaminated soil is found at a construction site, and will notify the appropriate Regional Water Board. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 21 Order IV.SPECIAL PROVISIONS A. Duty to Comply 1. The discharger shall comply with all of the conditions of this General Permit. Any permit noncompliance constitutes a violation of the Clean Water Act (CWA) and the Porter-Cologne Water Quality Control Act and is grounds for enforcement action and/or removal from General Permit coverage. 2. The discharger shall comply with effluent standards or prohibitions established under Section 307(a) of the CWA for toxic pollutants within the time provided in the regulations that establish these standards or prohibitions, even if this General Permit has not yet been modified to incorporate the requirement. B. General Permit Actions 1. This General Permit may be modified, revoked and reissued, or terminated for cause. The filing of a request by the discharger for a General Permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not annul any General Permit condition. 2. If any toxic effluent standard or prohibition (including any schedule of compliance specified in such effluent standard or prohibition) is promulgated under Section 307(a) of the CWA for a toxic pollutant which is present in the discharge and that standard or prohibition is more stringent than any limitation on the pollutant in this General Permit, this General Permit shall be modified or revoked and reissued to conform to the toxic effluent standard or prohibition and the dischargers so notified. C. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for a discharger in an enforcement action that it would have been necessary to halt or reduce the permitted activity in order to maintain compliance with the conditions of this General Permit. D. Duty to Mitigate The discharger shall take all responsible steps to minimize or prevent any discharge in violation of this General Permit, which has a reasonable likelihood of adversely affecting human health or the environment. 2009-0009-DWQ amended by 201 0-0014-DWQ & 2012-0006-DWQ 22 Order E. Proper Operation and Maintenance The discharger shall at all times properly operate and maintain any facilities and systems of treatment and control (and related appurtenances) which are installed or used by the discharger to achieve compliance with the conditions of this General Permit. Proper operation and maintenance also includes adequate laboratory controls and appropriate quality assurance procedures. Proper operation and maintenance may require the operation of backup or auxiliary facilities or similar systems installed by a discharger when necessary to achieve compliance with the conditions of this General Permit. F. Property Rights This General Permit does not convey any property rights of any sort or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor does it authorize any infringement of Federal, State, or local laws or regulations. G. Duty to Maintain Records and Provide Information 1. The discharger shall maintain a paper or electronic copy of all required records, including a copy of this General Permit, for three years from the date generated or date submitted, whichever is last. These records shall be available at the construction site until construction is completed. 2. The discharger shall furnish the Regional Water Board, State Water Board, or U.S. EPA, within a reasonable time, any requested information to determine compliance with this General Permit. The discharger shall also furnish, upon request, copies of records that are required to be kept by this General Permit. H. Inspection and Entry The discharger shall allow the Regional Water Board, State Water Board, U.S. EPA, and/or, in the case of construction sites which discharge through a municipal separate storm sewer, an authorized representative of the municipal operator of the separate storm sewer system receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the discharger's premises at reasonable times where a regulated construction activity is being conducted or where records must be kept under the conditions of this General Permit; 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 23 Order 2. Access and copy at reasonable times any records that must be kept under the conditions of this General Permit; 3. Inspect at reasonable times the complete construction site, including any off-site staging areas or material storage areas, and the erosion/sediment controls; and 4. Sample or monitor at reasonable times for the purpose of ensuring General Permit compliance. I. Electronic Signature and Certification Requirements 1. All Permit Registration Documents (PROs) and Notices of Termination (NOTs) shall be electronically signed, certified, and submitted via SMARTS to the State Water Board. Either the Legally Responsible Person (LRP), as defined in Appendix 5-Glossary, or a person legally authorized to sign and certify PROs and NOTs on behalf of the LRP (the LRP's Approved Signatory, as defined in Appendix 5 -Glossary) must submit all information electronically via SMARTS. 2. Changes to Authorization. If an Approved Signatory's authorization is no longer accurate, a new authorization satisfying the requirements of paragraph (a) of this section must be submitted via SMARTS prior to or together with any reports, information or applications to be signed by an Approved Signatory. 3. All Annual Reports, or other information required by the General Permit (other than PROs and NOTs) or requested by the Regional Water Board, State Water Board, U.S. EPA, or local storm water management agency shall be certified and submitted by the LRP or the LRP's Approved Signatory. J. Certification Any person signing documents under Section IV.I above, shall make the following certification: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 24 Order K. Anticipated Noncompliance The discharger shall give advance notice to the Regional Water Board and local storm water management agency of any planned changes in the construction activity, which may result in noncompliance with General Permit requirements. L. Bypass Bypass8 is prohibited. The Regional Water Board may take enforcement action against the discharger for bypass unless: 1. Bypass was unavoidable to prevent loss of life, personal injury or severe property damage;9 2. There were no feasible alternatives to bypass, such as the use of auxiliary treatment facilities, retention of untreated waste, or maintenance during normal periods of equipment downtime. This condition is not satisfied if adequate back-up equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass that could occur during normal periods of equipment downtime or preventative maintenance; 3. The discharger submitted a notice at least ten days in advance of the need for a bypass to the Regional Water Board; or 4. The discharger may allow a bypass to occur that does not cause effluent limitations to be exceeded, but only if it is for essential maintenance to assure efficient operation. In such a case, the above bypass conditions are not applicable. The discharger shall submit notice of an unanticipated bypass as required. M. Upset 1. A discharger that wishes to establish the affirmative defense of an upset10 in an action brought for noncompliance shall demonstrate, 8 The intentional diversion of waste streams from any portion of a treatment facility 9 Severe property damage means substantial physical damage to property, damage to the treatment facilities that causes them to become inoperable, or substantial and permanent loss of natural resources that can reasonably be expected to occur in the absence of a bypass. Severe property damage does not mean economic loss caused by delays in production. 10 An exceptional incident in which there is unintentional and temporary noncompliance the technology based numeric effluent limitations because of factors beyond the reasonable control of the discharger. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventative maintenance, or careless or improper operation. 2009-0009-DWQ amended by 201 0-0014-DWQ & 2012-0006-DWQ 25 Order through properly signed, contemporaneous operating logs, or other relevant evidence that: a. An upset occurred and that the discharger can identify the cause(s) of the upset b. The treatment facility was being properly operated by the time of the upset c. The discharger submitted notice of the upset as required; and d. The discharger complied with any remedial measures required 2. No determination made before an action of noncompliance occurs, such as during administrative review of claims that noncompliance was caused by an upset, is final administrative action subject to judicial review. 3. In any enforcement proceeding, the discharger seeking to establish the occurrence of an upset has the burden of proof N. Penalties for Falsification of Reports Section 309(c)(4) of the CWA provides that any person who knowingly makes any false material statement, representation, or certification in any record or other document submitted or required to be maintained under this General Permit, including reports of compliance or noncompliance shall upon conviction, be punished by a fine of not more than $10,000 or by imprisonment for not more than two years or by both. 0. Oil and Hazardous Substance Liability Nothing in this General Permit shall be construed to preclude the institution of any legal action or relieve the discharger from any responsibilities, liabilities, or penalties to which the discharger is or may be subject to under Section 311 of the CWA. P. Severability The provisions of this General Permit are severable; and, if any provision of this General Permit or the application of any provision of this General Permit to any circumstance is held invalid, the application of such provision to other circumstances and the remainder of this General Permit shall not be affected thereby. Q. Reopener Clause 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 26 Order This General Permit may be modified, revoked and reissued, or terminated for cause due to promulgation of amended regulations, receipt of U.S. EPA guidance concerning regulated activities, judicial decision, or in accordance with 40 Code of Federal Regulations (CFR) 122.62, 122.63, 122.64, and 124.5. R. Penalties for Violations of Permit Conditions 1. Section 309 of the CWA provides significant penalties for any person who violates a permit condition implementing Sections 301, 302, 306, 307, 308, 318, or 405 of the CWA or any permit condition or limitation implementing any such section in a permit issued under Section 402. Any person who violates any permit condition of this General Permit is subject to a civil penalty not to exceed $37,50011 per calendar day of such violation, as well as any other appropriate sanction provided by Section 309 of the CW A. 2. The Porter-Cologne Water Quality Control Act also provides for civil and criminal penalties, which in some cases are greater than those under the CWA. S. Transfers This General Permit is not transferable. T. Continuation of Expired Permit This General Permit continues in force and effect until a new General Permit is issued or the SWRCB rescinds this General Permit. Only those dischargers authorized to discharge under the expiring General Permit are covered by the continued General Permit. 11 May be further adjusted in accordance with the Federal Civil Penalties Inflation Adjustment Act. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 27 Order V. EFFLUENT STANDARDS & RECEIVING WATER MONITORING A. Narrative Effluent Limitations 1. Storm water discharges and authorized non-storm water discharges regulated by this General Permit shall not contain a hazardous substance equal to or in excess of reportable quantities established in 40 C.F.R. §§ 117.3 and 302.4, unless a separate NPDES Permit has been issued to regulate those discharges. 2. Dischargers shall minimize or prevent pollutants in storm water discharges and authorized non-storm water discharges through the use of controls, structures, and management practices that achieve BAT for toxic and non-conventional pollutants and BCT for conventional pollutants. Table 1-Numeric Action Levels, Test Methods, Detection Limits, and Reporting Units Parameter Test Discharge Min. Units Numeric Method Type Detection Action Limit Level pH lower NAL = Field test Risk Level2 6.5 with upper NAL = calibrated 0.2 pH 8.5 portable units lower NAL = 6.5 instrument Risk Level 3 upper NAL = 8.5 Turbidity EPA 0180.1 Risk Level2 250 NTU and/or field test with 1 NTU calibrated portable Risk Level3 250 NTU instrument B. Numeric Action Levels (NALs) 1 . For Risk Level 2 and 3 dischargers, the lower storm event average NAL for pH is 6.5 pH units and the upper storm event average NAL for 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 28 Order pH is 8.5 pH units. The discharger shall take actions as described below if the discharge is outside of this range of pH values. 2. For Risk Level 2 and 3 dischargers, the NAL storm event daily average for turbidity is 250 NTU. The discharger shall take actions as described below if the discharge is outside of this range of turbidity values. 3. Whenever the results from a storm event daily average indicate that the discharge is below the lower NAL for pH, exceeds the upper NAL for pH, or exceeds the turbidity NAL (as listed in Table 1 ), the discharger shall conduct a construction site and run-on evaluation to determine whether pollutant source(s) associated with the site's construction activity may have caused or contributed to the NAL exceedance and shall immediately implement corrective actions if they are needed. 4. The site evaluation shall be documented in the SWPPP and specifically address whether the source(s) of the pollutants causing the exceedance of the NAL: a. Are related to the construction activities and whether additional BMPs are required to (1) meet BAT/BCT requirements; (2) reduce or prevent pollutants in storm water discharges from causing exceedances of receiving water objectives; and (3) determine what corrective action(s) were taken or will be taken and with a description of the schedule for completion. AND/OR: b. Are related to the run-on associated with the construction site location and whether additional BMPs measures are required to (1) meet BAT/BCT requirements; (2) reduce or prevent pollutants in storm water discharges from causing exceedances of receiving water objectives; and (3) what corrective action(s) were taken or will be taken with a description of the schedule for completion. C. Receiving Water Monitoring Triggers 1. The receiving water monitoring triggers for Risk Level 3 dischargers with direct discharges to surface waters are triggered when the daily average effluent pH values during any site phase when there is a high risk of pH discharge 12 fall outside of the range of 6.0 and 9.0 pH units, or when the daily average effluent turbidity exceeds 500 NTU. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 29 Order 2. Risk Level 3 dischargers with with direct discharges to surface waters shall conduct receiving water monitoring whenever their effluent monitoring results exceed the receiving water monitoring triggers. If the pH trigger is exceeded, the receiving water shall be monitored for pH for the duration of coverage under this General Permit. If the turbidity trigger is exceeded, the receiving water shall be monitored for turbidity and sse for the duration of coverage under this general permit. 3. Risk Level 3 dischargers with direct discharges to surfaces waters shall initiate receiving water monitoring when the triggers are exceeded unless the storm event causing the exceedance is determined after the fact to equal to or greater than the 5-year 24-hour storm (expressed in inches of rainfall) as determined by using these maps: http://www.wrcc.dri.edu/pcpnfreq/nca5y24.gif http://www. wrcc.dri .edu/pcpnfreq/sca5y24.gif Verification of the 5-year 24-hour storm event shall be done by reporting on-site rain gauge readings as well as nearby governmental rain gauge readings. 4. If run-on is caused by a forest fire or any other natural disaster, then receiving water monitoring triggers do not apply. 12 A period of high risk of pH discharge is defined as a project's complete utilities phase, complete vertical build phase, and any portion of any phase where significant amounts of materials are placed directly on the land at the site in a manner that could result in significant alterations of the background pH of the discharges. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 30 Order VI.RECEIVING WATER LIMITATIONS A. The discharger shall ensure that storm water discharges and authorized non-storm water discharges to any surface or ground water will not adversely affect human health or the environment. B. The discharger shall ensure that storm water discharges and authorized non-storm water discharges will not contain pollutants in quantities that threaten to cause pollution or a public nuisance. C. The discharger shall ensure that storm water discharges and authorized non-storm water discharges will not contain pollutants that cause or contribute to an exceedance of any applicable water quality objectives or water quality standards (collectively, WQS) contained in a Statewide Water Quality Control Plan, the California Toxics Rule, the National Toxics Rule, or the applicable Regional Water Board's Water Quality Control Plan (Basin Plan). D. Dischargers located within the watershed of a CWA § 303(d) impaired water body, for which a TMDL has been approved by the U.S. EPA, shall comply with the approved TMDL if it identifies "construction activity" or land disturbance as a source of the pollution. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 31 VII. TRAINING QUALIFICATIONS AND CERTIFICATION REQUIREMENTS A. General Order The discharger shall ensure that all persons responsible for implementing requirements of this General Permit shall be appropriately trained in accordance with this Section. Training should be both formal and informal, occur on an ongoing basis, and should include training offered by recognized governmental agencies or professional organizations. Those responsible for preparing and amending SWPPPs shall comply with the requirements in this Section VII. The discharger shall provide documentation of all training for persons responsible for implementing the requirements of this General Permit in the Annual Reports. B. SWPPP Certification Requirements 1. Qualified SWPPP Developer: The discharger shall ensure that SWPPPs are written, amended and certified by a Qualified SWPPP Developer (QSD). A QSD shall have one of the following registrations or certifications, and appropriate experience, as required for: a. A California registered professional civil engineer; b. A California registered professional geologist or engineering geologist; c. A California registered landscape architect; d. A professional hydrologist registered through the American Institute of Hydrology; e. A Certified Professional in Erosion and Sediment Control (CPESC) TM registered through Enviro Cert International, Inc.; f. A Certified Professional in Storm Water Quality (CPSWQ) TM registered through Enviro Cert International, Inc.; or g. A professional in erosion and sediment control registered through the National Institute for Certification in Engineering Technologies (NICET). 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 32 Order Effective two years after the adoption date of this General Permit, a QSD shall have attended a State Water Board-sponsored or approved QSD training course. 2. The discharger shall list the name and telephone number of the currently designated Qualified SWPPP Developer(s) in the SWPPP. 3. Qualified SWPPP Practitioner: The discharger shall ensure that all BMPs required by this General Permit are implemented by a Qualified SWPPP Practitioner (QSP). A QSP is a person responsible for non- storm water and storm water visual observations, sampling and analysis. Effective two years from the date of adoption of this General Permit, a QSP shall be either a QSD or have one of the following certifications: a. A certified erosion, sediment and storm water inspector registered through Enviro Cert International, Inc.; or b. A certified inspector of sediment and erosion control registered through Certified Inspector of Sediment and Erosion Control, Inc. Effective two years after the adoption date of this General Permit, a QSP shall have attended a State Water Board-sponsored or approved QSP training course. 4. The LRP shall list in the SWPPP, the name of any Approved Signatory, and provide a copy of the written agreement or other mechanism that provides this authority from the LRP in the SWPPP. 5. The discharger shall include, in the SWPPP, a list of names of all contractors, subcontractors, and individuals who will be directed by the Qualified SWPPP Practitioner. This list shall include telephone numbers and work addresses. Specific areas of responsibility of each subcontractor and emergency contact numbers shall also be included. 6. The discharger shall ensure that the SWPPP and each amendment will be signed by the Qualified SWPPP Developer. The discharger shall include a listing of the date of initial preparation and the date of each amendment in the SWPPP. VIII. RISK DETERMINATION The discharger shall calculate the site's sediment risk and receiving water risk during periods of soil exposure (i.e. grading and site stabilization) and use the calculated risks to determine a Risk Level(s) using the methodology in 2009-0009-DWQ amended by 201 0-0014-DWQ & 2012-0006-DWQ 33 Order Appendix 1. For any site that spans two or more planning watersheds, 13 the discharger shall calculate a separate Risk Level for each planning watershed. The discharger shall notify the State Water Board of the site's Risk Level determination(s) and shall include this determination as a part of submitting the PROs. If a discharger ends up with more than one Risk Level determination, the Regional Water Board may choose to break the project into separate levels of implementation. IX.RISK LEVEL 1 REQUIREMENTS Risk Level 1 Dischargers shall comply with the requirements included in Attachment C of this General Permit. X. RISK LEVEL 2 REQUIREMENTS Risk Level 2 Dischargers shall comply with the requirements included in Attachment D of this General Permit. XI. RISK LEVEL 3 REQUIREMENTS Risk Level 3 Dischargers shall comply with the requirements included in Attachment E of this General Permit. XII. ACTIVE TREATMENT SYSTEMS (ATS} Dischargers choosing to implement an ATS on their site shall comply with all of the requirements in Attachment F of this General Permit. 13 Planning watershed: defined by the Calwater Watershed documents as a watershed that ranges in size from approximately 3,000 to 10,000 acres http://cain.ice.ucdavis.edu/calwater/calwfaq.html, http:/ /gis.ca.gov/catalog/BrowseRecord .epl?id=22175 . 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 34 Order XIII. POST -CONSTRUCTION STANDARDS A. All dischargers shall comply with the following runoff reduction requirements unless they are located within an area subject to post- construction standards of an active Phase I or II municipal separate storm sewer system (MS4) permit that has an approved Storm Water Management Plan. 1. This provision shall take effect three years from the adoption date of this permit, or later at the discretion of the Executive Officer of the Regional Board. 2. The discharger shall demonstrate compliance with the requirements of this section by submitting with their NOI a map and worksheets in accordance with the instructions in Appendix 2. The discharger shall use non-structural controls unless the discharger demonstrates that non-structural controls are infeasible or that structural controls will produce greater reduction in water quality impacts. 3. The discharger shall, through the use of non-structural and structural measures as described in Appendix 2, replicate the pre-project water balance (for this permit, defined as the volume of rainfall that ends up as runoff) for the smallest storms up to the 851h percentile storm event (or the smallest storm event that generates runoff, whichever is larger). Dischargers shall inform Regional Water Board staff at least 30 days prior to the use of any structural control measure used to comply with this requirement. Volume that cannot be addressed using non- structural practices shall be captured in structural practices and approved by the Regional Water Board. When seeking Regional Board approval for the use of structural practices, dischargers shall document the infeasibility of using non-structural practices on the project site, or document that there will be fewer water quality impacts through the use of structural practices. 4. For sites whose disturbed area exceeds two acres, the discharger shall preserve the pre-construction drainage density (miles of stream length per square mile of drainage area) for all drainage areas within the area serving a first order stream 14 or larger stream and ensure that post- project time of runoff concentration is equal or greater than pre-project time of concentration. 14 A first order stream is defined as a stream with no tributaries. 2009-0009-DWQ amended by 201 0-0014-DWQ & 2012-0006-DWQ 35 Order B. All dischargers shall implement BMPs to reduce pollutants in storm water discharges that are reasonably foreseeable after all construction phases have been completed at the site (Post-construction BMPs). 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 36 Order XIV. SWPPP REQUIREMENTS A. The discharger shall ensure that the Storm Water Pollution Prevention Plans (SWPPPs) for all traditional project sites are developed and amended or revised by a QSD. The SWPPP shall be designed to address the following objectives: 1. All pollutants and their sources, including sources of sediment associated with construction, construction site erosion and all other activities associated with construction activity are controlled; 2. Where not otherwise required to be under a Regional Water Board permit, all non-storm water discharges are identified and either eliminated, controlled, or treated; 3. Site BMPs are effective and result in the reduction or elimination of pollutants in storm water discharges and authorized non-storm water discharges from construction activity to the BAT/BCT standard; 4. Calculations and design details as well as BMP controls for site run-on are complete and correct, and 5. Stabilization BMPs installed to reduce or eliminate pollutants after construction are completed. B. To demonstrate compliance with requirements of this General Permit, the QSD shall include information in the SWPPP that supports the conclusions, selections, use, and maintenance of BMPs. C. The discharger shall make the SWPPP available at the construction site during working hours while construction is occurring and shall be made available upon request by a State or Municipal inspector. When the original SWPPP is retained by a crewmember in a construction vehicle and is not currently at the construction site, current copies of the BMPs and map/drawing will be left with the field crew and the original SWPPP shall be made available via a request by radio/telephone. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 37 Order XV. REGIONAL WATER BOARD AUTHORITIES A. In the case where the Regional Water Board does not agree with the discharger's self-reported risk level (e.g., they determine themselves to be a Level 1 Risk when they are actually a Level 2 Risk site), Regional Water Boards may either direct the discharger to reevaluate the Risk Level(s) for their site or terminate coverage under this General Permit. B. Regional Water Boards may terminate coverage under this General Permit for dischargers who fail to comply with its requirements or where they determine that an individual NPDES permit is appropriate. C. Regional Water Boards may require dischargers to submit a Report of Waste Discharge I NPDES permit application for Regional Water Board consideration of individual requirements. D. Regional Water Boards may require additional Monitoring and Reporting Program Requirements, including sampling and analysis of discharges to sediment-impaired water bodies. E. Regional Water Boards may require dischargers to retain records for more than the three years required by this General Permit. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 38 Order XVI. ANNUAL REPORTING REQUIREMENTS A. All dischargers shall prepare and electronically submit an Annual Report no later than September 1 of each year. B. The discharger shall certify each Annual Report in accordance with the Special Provisions. C. The discharger shall retain an electronic or paper copy of each Annual Report for a minimum of three years after the date the annual report is filed. D. The discharger shall include storm water monitoring information in the Annual Report consisting of: 1. a summary and evaluation of all sampling and analysis results, including copies of laboratory reports; 2. the analytical method(s), method reporting unit(s), and method detection limit(s) of each analytical parameter (analytical results that are less than the method detection limit shall be reported as "less than the method detection limit"); 3. a summary of all corrective actions taken during the compliance year; 4. identification of any compliance activities or corrective actions that were not implemented; 5. a summary of all violations of the General Permit; 6. the names of individual(s) who performed the facility inspections, sampling, visual observation (inspections), and/or measurements; 7. the date, place, time of facility inspections, sampling, visual observation (inspections), and/or measurements, including precipitation (rain gauge); and 8. the visual observation and sample collection exception records and reports specified in Attachments C, D, and E. E. The discharger shall provide training information in the Annual Report consisting of: 1. documentation of all training for individuals responsible for all activities associated with compliance with this General Permit; 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 39 2. documentation of all training for individuals responsible for BMP installation, inspection, maintenance, and repair; and Order 3. documentation of all training for individuals responsible for overseeing, revising, and amending the SWPPP. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-0006-DWQ 40 ATTACHMENT C ATTACHMENT C RISK LEVEL 1 REQUIREMENTS A. Effluent Standards [These requirements are the same as those in the General Permit order.] 1. Narrative -Risk Level 1 dischargers shall comply with the narrative effluent standards listed below: a. Storm water discharges and authorized non-storm water discharges regulated by this General Permit shall not contain a hazardous substance equal to or in excess of reportable quantities established in 40 C.F.R. §§ 117.3 and 302.4, unless a separate NPDES Permit has been issued to regulate those discharges. b. Dischargers shall minimize or prevent pollutants in storm water discharges and authorized non-storm water discharges through the use of controls, structures, and management practices that achieve BAT for toxic and non-conventional pollutants and BCT for conventional pollutants. 2. Numeric-Risk Level 1 dischargers are not subject to a numeric effluent standard. B. Good Site Management "Housekeeping" 1. Risk Level1 dischargers shall implement good site management (i.e., "housekeeping") measures for construction materials that could potentially be a threat to water quality if discharged. At a minimum, Risk Level 1 dischargers shall implement the following good housekeeping measures: a. Conduct an inventory of the products used and/or expected to be used and the end products that are produced and/or expected to be produced. b. Cover and berm loose stockpiled construction materials that are not actively being used (i.e. soil, spoils, aggregate, fly-ash, stucco, hydrated lime, etc.). c. Store chemicals in watertight containers or in a storage shed (completely enclosed), with appropriate secondary containment to prevent any spillage or leakage. 1 ATTACHMENT C d. Minimize exposure of construction materials with precipitation. e. Implement BMPs to prevent the off-site tracking of loose construction and landscape materials. 2. Risk Level 1 dischargers shall implement good housekeeping measures for waste management, which, at a minimum, shall consist of the following: a. Prevent disposal of any rinse or wash waters or materials on impervious or pervious site surfaces or into the storm drain system. b. Ensure the containment of sanitation facilities (e.g., portable toilets) to prevent discharges of pollutants to the storm water drainage system or receiving water. c. Clean or replace sanitation facilities and inspecting them regularly for leaks and spills. d. Cover waste disposal containers at the end of every business day and during a rain event. e. Prevent discharges from waste disposal containers to the storm water drainage system or receiving water. f. Contain and securely protect stockpiled waste material from wind and rain at all times unless actively being used. g. Implement procedures that effectively address hazardous and non- hazardous spills. h. Develop a spill response and implementation element of the SWPPP prior to commencement of construction activities. The SWPPP shall require that: i. Equipment and materials for cleanup of spills shall be available on site and that spills and leaks shall be cleaned up immediately and disposed of properly; and ii. Appropriate spill response personnel are assigned and trained. i. Ensure the containment of concrete washout areas and other washout areas that may contain additional pollutants so there is no discharge into the underlying soil and onto the surrounding areas. 2 ATTACHMENT C 3. Risk Level 1 dischargers shall implement good housekeeping for vehicle storage and maintenance, which, at a minimum, shall consist of the following: a. Prevent oil, grease, or fuel to leak in to the ground, storm drains or surface waters. b. Place all equipment or vehicles, which are to be fueled, maintained and stored in a designated area fitted with appropriate BMPs. c. Clean leaks immediately and disposing of leaked materials properly. 4. Risk Level 1 dischargers shall implement good housekeeping for landscape materials, which, at a minimum, shall consist of the following: a. Contain stockpiled materials such as mulches and topsoil when they are not actively being used. b. Contain fertilizers and other landscape materials when they are not actively being used. c. Discontinue the application of any erodible landscape material within 2 days before a forecasted rain event or during periods of precipitation. d. Apply erodible landscape material at quantities and application rates according to manufacture recommendations or based on written specifications by knowledgeable and experienced field personnel. e. Stack erodible landscape material on pallets and covering or storing such materials when not being used or applied. 5. Risk Level 1 dischargers shall conduct an assessment and create a list of potential pollutant sources and identify any areas of the site where additional BMPs are necessary to reduce or prevent pollutants in storm water discharges and authorized non-storm water discharges. This potential pollutant list shall be kept with the SWPPP and shall identify all non-visible pollutants which are known, or should be known, to occur on the construction site. At a minimum, when developing BMPs, Risk Level 1 dischargers shall do the following: 3 ATTACHMENT C a. Consider the quantity, physical characteristics (e.g., liquid, powder, solid), and locations of each potential pollutant source handled, produced, stored, recycled, or disposed of at the site. b. Consider the degree to which pollutants associated with those materials may be exposed to and mobilized by contact with storm water. c. Consider the direct and indirect pathways that pollutants may be exposed to storm water or authorized non-storm water discharges. This shall include an assessment of past spills or leaks, non-storm water discharges, and discharges from adjoining areas. d. Ensure retention of sampling, visual observation, and inspection records. e. Ensure effectiveness of existing BMPs to reduce or prevent pollutants in storm water discharges and authorized non-storm water discharges. 6. Risk Level 1 dischargers shall implement good housekeeping measures on the construction site to control the air deposition of site materials and from site operations. Such particulates can include, but are not limited to, sediment, nutrients, trash, metals, bacteria, oil and grease and organics. C. Non-Storm Water Management 1. Risk Level 1 dischargers shall implement measures to control all non- storm water discharges during construction. 2. Risk Level 1 dischargers shall wash vehicles in such a manner as to prevent non-storm water discharges to surface waters or MS4 drainage systems. 3. Risk Level 1 dischargers shall clean streets in such a manner as to prevent non-storm water discharges from reaching surface water or MS4 drainage systems. D. Erosion Control 1 . Risk Level 1 dischargers shall implement effective wind erosion control. 4 ATTACHMENT C 2. Risk Level 1 dischargers shall provide effective soil cover for inactive 1 areas and all finished slopes, open space, utility backfill, and completed lots. 3. Risk Level 1 dischargers shall limit the use of plastic materials when more sustainable, environmentally friendly alternatives exist. Where plastic materials are deemed necessary, the discharger shall consider the use of plastic materials resistant to solar degradation. E. Sediment Controls 1. Risk Level 1 dischargers shall establish and maintain effective perimeter controls and stabilize all construction entrances and exits to sufficiently control erosion and sediment discharges from the site. 2. On sites where sediment basins are to be used, Risk Level 1 dischargers shall, at minimum, design sediment basins according to the method provided in Appendix 2. F. Run-on and Runoff Controls Risk Level 1 dischargers shall evaluate the quantity and quality of run-on and runoff through observation and sampling. Risk Level 1 dischargers shall effectively manage all run-on, all runoff within the site and all runoff that discharges off the site. Run-on from off site shall be directed away from all disturbed areas or shall collectively be in compliance with the effluent limitations in this General Permit. G. Inspection, Maintenance and Repair 1. Risk Level 1 dischargers shall ensure that all inspection, maintenance repair and sampling activities at the project location shall be performed or supervised by a Qualified SWPPP Practitioner (QSP) representing the discharger. The QSP may delegate any or all of these activities to an employee trained to do the task(s) appropriately, but shall ensure adequate deployment. 2. Risk Level 1 dischargers shall perform weekly inspections and observations, and at least once each 24-hour period during extended storm events, to identify BMPs that need maintenance to operate effectively, that have failed, or that could fail to operate as intended. Inspectors shall be the QSP or be trained by the QSP. 1 Inactive areas of construction are areas of construction activity that have been disturbed and are not scheduled to be re-disturbed for at least 30 days. 5 ATTACHMENT C 3. Upon identifying failures or other shortcomings, as directed by the QSP, Risk Level 1 dischargers shall begin implementing repairs or design changes to BMPs within 72 hours of identification and complete the changes as soon as possible. 4. For each inspection required, Risk Level 1 dischargers shall complete an inspection checklist, using a form provided by the State Water Board or Regional Water Board or in an alternative format. 5. Risk Level 1 dischargers shall ensure that checklists shall remain onsite with the SWPPP and at a minimum, shall include: a. Inspection date and date the inspection report was written. b. Weather information, including presence or absence of precipitation, estimate of beginning of qualifying storm event, duration of event, time elapsed since last storm, and approximate amount of rainfall in inches. c. Site information, including stage of construction, activities completed, and approximate area of the site exposed. d. A description of any BMPs evaluated and any deficiencies noted. e. If the construction site is safely accessible during inclement weather, list the observations of all BMPs: erosion controls, sediment controls, chemical and waste controls, and non-storm water controls. Otherwise, list the results of visual inspections at all relevant outfalls, discharge points, downstream locations and any projected maintenance activities. f. Report the presence of noticeable odors or of any visible sheen on the surface of any discharges. g. Any corrective actions required, including any necessary changes to the SWPPP and the associated implementation dates. h. Photographs taken during the inspection, if any. i. Inspector's name, title, and signature. H. Rain Event Action Plan Not required for Risk Level 1 dischargers. 6 ATTACHMENT C I. Risk Level 1 Monitoring and Reporting Requirements 1. Construction Site Monitoring Program Requirements a. Pursuant to Water Code Sections 13383 and 13267, all dischargers subject to the General Permit (cite Order No.) shall develop and implement a written site specific Construction Site Monitoring Program (CSMP) in accordance with the requirements of this Section. The CSMP shall include all monitoring procedures and instructions, location maps, forms, and checklists as required in this section. The CSMP shall be developed prior to the commencement of construction activities, and revised as necessary to reflect project revisions. The CSMP shall be a part of the Storm Water Pollution Prevention Plan (SWPPP), included as an appendix or separate SWPPP chapter. b. Existing dischargers registered under the State Water Board Order No. 99-08-DWQ shall make and implement necessary revisions to their Monitoring Program to reflect the changes in this General Permit in a timely manner but no later than 100 days after [insert adoption date of permit]. Existing dischargers shall continue to implement their existing Monitoring Program in compliance with State Water Board Order No. 99-08-DWQ until the necessary revisions are completed according to the schedule above. c. When a change of ownership occurs for all or any portion of the construction site prior to completion or final stabilization, the new discharger(s) [responsible party(ies)] shall comply with these requirements as of the date the ownership change occurs. 2. Objectives The CSMP shall be developed and implemented to address the following objectives: 7 ATTACHMENT C a. To demonstrate that the site is in compliance with the Discharge Prohibitions; b. To determine whether non-visible pollutants are present at the construction site and are causing or contributing to exceedances of water quality objectives; c. To determine whether immediate corrective actions, additional Best Management Practice (BMP) implementation, or SWPPP revisions are necessary to reduce pollutants in storm water discharges and authorized non-storm water discharges; and d. To determine whether BMPs included in the SWPPP/Rain Event Action Plan (REAP) are effective in preventing or reducing pollutants in storm water discharges and authorized non-storm water discharges. 3. Risk Level 1 -Visual Monitoring (Inspection) Requirements for Qualifying Rain Events a. Risk Level 1 dischargers shall visually observe (inspect) storm water discharges at all discharge locations within two business days (48 hours) after each qualifying rain event. b. Risk Level 1 dischargers shall visually observe (inspect) the discharge of stored or contained storm water that is derived from and discharged subsequent to a qualifying rain event producing precipitation of~ inch or more at the time of discharge. Stored or contained storm water that will likely discharge after operating hours due to anticipated precipitation shall be observed prior to the discharge during operating hours. c. Risk Level 1 dischargers shall conduct visual observations (inspections) during business hours only. d. Risk Level 1 dischargers shall record the time, date and rain gauge reading of all qualifying rain events. e. Within 2 business days (48 hours) prior to each qualifying rain event, Risk Level 1 dischargers shall visually observe (inspect): i. all storm water drainage areas to identify any spills, leaks, or uncontrolled pollutant sources. If needed, the discharger shall implement appropriate corrective actions. 8 ATTACHMENT C ii. all BMPs to identify whether they have been properly implemented in accordance with the SWPPP/REAP. If needed, the discharger shall implement appropriate corrective actions iii. any storm water storage and containment areas to detect leaks and ensure maintenance of adequate freeboard. f. For the visual observations (inspections) described in c.i and c.iii above, Risk Level 1 dischargers shall observe the presence or absence of floating and suspended materials, a sheen on the surface, discolorations, turbidity, odors, and source(s) of any observed pollutants. g. Within two business days (48 hours) after each qualifying rain event, Risk Level 1 dischargers shall conduct post rain event visual observations (inspections) to (1) identify whether BMPs were adequately designed, implemented, and effective, and (2) identify additional BMPs and revise the SWPPP accordingly. h. Risk Level 1 dischargers shall maintain on-site records of all visual observations (inspections), personnel performing the observations, observation dates, weather conditions, locations observed, and corrective actions taken in response to the observations. 4. Risk Level 1 -Visual Observation and Sample Collection Exemptions a. Risk Level 1 dischargers shall be prepared to conduct visual observation (inspections) until the minimum requirements of Section 1.3 above are completed. Risk Level 1 dischargers are not required to conduct visual observation (inspections) under the following conditions: i. During dangerous weather conditions such as flooding and electrical storms; ii. Outside of scheduled site business hours. b. If no required visual observations (inspections) are collected due to these exceptions, Risk Level 1 dischargers shall include an explanation in their SWPPP and in the Annual Report documenting why the visual observations (inspections) were not conducted. 5. Risk Level 1 -Monitoring Methods 9 ATTACHMENT C Risk Level 1 dischargers shall include a description of the visual observation locations, visual observation procedures, and visual observation follow-up and tracking procedures in the CSMP. 6. Risk Level 1 -Non-Storm Water Discharge Monitoring Requirements a. Visual Monitoring Requirements: i. Risk Level 1 dischargers shall visually observe (inspect) each drainage area for the presence of (or indications of prior) unauthorized and authorized non-storm water discharges and their sources ii. Risk Level 1 dischargers shall conduct one visual observation (inspection) quarterly in each of the following periods: January- March, April-June, July-September, and October-December. Visual observation (inspections) are only required during daylight hours (sunrise to sunset). iii. Risk Level 1 dischargers shall ensure that visual observations (inspections) document the presence or evidence of any non- storm water discharge (authorized or unauthorized), pollutant characteristics (floating and suspended material, sheen, discoloration, turbidity, odor, etc.), and source. Risk Level 1 dischargers shall maintain on-site records indicating the personnel performing the visual observation (inspections), the dates and approximate time each drainage area and non-storm water discharge was observed, and the response taken to eliminate unauthorized non-storm water discharges and to reduce or prevent pollutants from contacting non-storm water discharges. 7. Risk Level1-Non-Visible Pollutant Monitoring Requirements a. Risk Level 1 dischargers shall collect a sample during any breach, malfunction, leakage, or spill observed during a visual inspection which could result in the discharge of pollutants to surface waters that would not be visually detectable in storm water. b. Risk Level 1 dischargers shall ensure that water samples are large enough to characterize the site conditions c. Risk Level 1 dischargers shall collect samples at all discharge locations that can be safely accessed. 10 ATTACHMENT C d. Risk Level 1 dischargers shall collect samples during the first two hours of discharge from rain events that occur during business hours and which generate runoff. e. Risk Level 1 dischargers shall analyze samples for all non-visible pollutant parameters (if applicable)-parameters indicating the presence of pollutants identified in the pollutant source assessment required (Risk Level 1 dischargers shall modify their CSMPs to address these additional parameters in accordance with any updated SWPPP pollutant source assessment) f. Risk Level 1 dischargers shall collect a sample of storm water that has not come in contact with the disturbed soil or the materials stored or used on-site (uncontaminated sample) for comparison with the discharge sample. g. Risk Level 1 dischargers shall compare the uncontaminated sample to the samples of discharge using field analysis or through laboratory analysis.2 h. Risk Level 1 dischargers shall keep all field /or analytical data in the SWPPP document. 8. Risk Level 1 -Particle Size Analysis for Sedimentation Basin or Project Risk Justification Risk Level 1 dischargers utilizing a sediment basin and/or justifying an alternative project risk shall report a soil particle size analysis, using test method ASTM D-422 (Standard Test Method for Particle-Size Analysis of Soils), as revised, to determine the percentages of sand, very fine sand, silt, and clay on the site. The percentage of particles less than 0.02 mm in diameter must also be determined. 9. Risk Level1-Records Risk Level 1 dischargers shall retain records of all storm water monitoring information and copies of all reports (including Annual Reports) for a period of at least three years. Risk Level 1 dischargers shall retain all records on-site while construction is ongoing. These records include: 2 For laboratory analysis, all sampling, sample preservation, and analyses must be conducted according to test procedures under 40 CFR Part 136. Field discharge samples shall be collected and analyzed according to the specifications of the manufacturer of the sampling devices employed. 11 ATTACHMENT C a. The date, place, time of facility inspections, sampling, visual observation (inspections), and/or measurements, including precipitation; b. The individual(s) who performed the facility inspections, sampling, visual observation (inspections), and or measurements; c. The date and approximate time of analyses; d. The individual(s) who performed the analyses; e. A summary of all analytical results from the last three years, the method detection limits and reporting units, and the analytical techniques or methods used; f. Rain gauge readings from site inspections; g. Quality assurance/quality control records and results; h. Non-storm water discharge inspections and visual observation (inspections) and storm water discharge visual observation records (see Sections 1.3 and 1.6 above); i. Visual observation and sample collection exception records (see Section 1.4 above); and j. The records of any corrective actions and follow-up activities that resulted from analytical results, visual observation (inspections), or inspections. 12 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Tab C -SWPPP Changes I Revisions I Modifications SWPPPs are developed based on site-specific features and functions. In order for the construction activity to be in full compliance with its NPDES storm water permit, and in order for the SWPPP to be effective, the plan shall be consistent with permit conditions and should accurately reflect site features and operations. Should either of these conditions not be met by the plan, the plan shall be changed. Plan changes will be made by the Qualified SWPPP developer (QSD) identified in Section 6 of the SWPPP. The General Permit requires that the discharger amend the SWPPP whenever there is a change in project design, construction, or operations that may have a significant effect on the potential for discharge of pollutants to surface waters, groundwater, or municipal separate storm sewer systems (MS4). The SWPPP shall also be amended if the discharger violates any condition of the General Permit or has not achieved the general objective of eliminating or minimizing pollutants in storm water discharges. If the Regional Board determines that the discharger is in violation of the General Permit, the SWPPP should be amended and implemented in a timely manner, but in no case more than 14 calendar days after notification. In addition, the plan must be amended to identify any new contractor and/or subcontractor that will implement a measure of the SWPPP. All amendments shall be dated and directly attached to the SWPPP. Each amendment shall be signed by the contractor and logged on the table below. Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Summary of SWPPP Changes/ Revisions Section and Page Summary of Change/ Revision Date Name{fitle Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Tab D -Non-Compliance Reporting It is the responsibility of the permittee to properly document reportable discharges or other violations of the General Permit. Exceedances and violations shall include at a minimum: • Numeric Action Level (NAL) exceedances: • Numeric-Effluent Limitation (NEL) Violations Report: • Self-reporting of any other discharge violations or to comply with RWQCB enforcement actions: and • Discharges which contain a hazardous substance in excess of reportable quantities established in 40 CFR 117.3 and EPA table 302.4. Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Reportable Quantities Release Form The discharges of hazardous substances or oil in storm water discharges from construction sites must be prevented or minimized in accordance with the SWPPP. Where a release containing a hazardous substance or oil in an amount equal to or in excess of a reportable quantity established under 40CFR110, 40CFR117 and 40CFR302 occurs, the following steps must be taken: 1. All measures must be taken to contain and abate the spill and to prevent the discharge of the pollutant(s) to storm water or off-site. 2. Notice must be provided to the US EPA National Response Center (NRC) at 1-800-424-8802 and Regional Water Quality Control Board 9 at (858) 467-2952 in accordance with regulations referenced above as soon as site staff has knowledge of the discharge. 3. Contact the Owner's Project Manager or Engineer of Record immediately upon knowledge of release. 4. The SWPPP must be modified within seven (7) calendar days of knowledge of the discharge to provide a description of the release, the circumstances leading to the release, and the date of the release. The plans must identify measures to prevent the recurrence of such releases and to respond to such releases. Date of Spill Material Spilled Approximate Agency(s) Date of SWPPP Quantity of Spill Notified Notification Revision (in gallons) Date SWPPP Non-Compliance Form Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Dischargers who can not certify compliance with the permit and/or who have had other instances of non- compliance. excluding exceedances of water quality standards. shall notify the Regulatory Agency within 30 days. Inspector Name: __________________________ _ Inspector Phone Number: _______________________ _ Non-compliance Identification Date: ___________________ _ Description of non-compliance: _______________________ _ Initial assessment of any impact caused by non-compliance: _____________ _ Actions required to achieve compliance: ____________________ _ Time schedule of remediation activities . .:....: _____________________ _ When compliance will be achieved: ______________________ _ Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Tab E-Changes to Permit Coverage The General Permit allows a permittee to reduce or increase the total acreage covered under the General Permit when a portion of the project is complete and/or conditions for termination of coverage have been met; when ownership of a portion of the project is sold (or dedicated) to a different entity; or when new acreage is added to the project. To change the acreage covered, the permittee must electronically file modifications to PRDs: revised NOt, vicinity map, SWPPP revisions as appropriate. See section 1.8 of SWPPP for additional details and include copies of any updates under this Tab. Tab F -Notice of Termination Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Storm Water Pollution Prevention Plan (SVIIPPP) Pine Avenue Park Community Center & Gardens Risk Level 1 Tab G-Construction Schedule for BMP Implementation (Note: This is a preliminary Construction Schedule that contains the mmumum appropriate information. QSP shall update schedule information and place in Tab Gas project progresses.) Table G1 Construction Activity Milestones Milestone Start Date End D•ate Date Notice of Intent (NOI), vicinity map and filing fee submitted to SWRCB June 2015 Prepare and submit SWPPP for review and approval by District June 2015 Environmental Services. Project covered by General Construction Permit. A construction site is covered by the General Permit upon filing a complete NOI and June 2015 implementation of an approved SWPPP. Wet season dates. 10.01.2015 04.30.2016 Dry season dates. 05.01.2015 09.30.2015 Initial ground-breaking (must occur after completion of SWPPP and Dec. Dec. submittal of NOI). 2016 20117 Grading/excavation/trenching activities. Paving activities. Implement erosion control measures. Implement sediment control measures. Construction of structures and paved surfaces. Site clean-up. Anticipated construction completion date. Anticipated filing of Notice of Termination (NOT) to SDRWQCB. Tab H-Fact Sheets Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 CASQA has prepared fact sheets on typically accepted construction BMPs as of January 2011. The ones that may be appropriate for the Pine Avenue Park Community Center & Gardens project are listed next and included in this section. Table H1 Educational Material Erosion Control BMPs EC-1 Scheduling ~ EC-2 Preservation of Existing Vegetation ~ EC-3 Hydraulic Mulch ~ EC-4 Hydroseeding ~ EC-5 Soil Binders ~ EC-6 Straw Mulch ~ EC-7 Geotextiles and Mats ~ EC-8 Wood Mulching ~ EC-9 Earth Dikes and Drainage Swales ~ EC-10 Velocity Dissipation Devices ~ EC-11 Slope Drains D EC-12 Streambank Stabilization D EC-13 Reserved D EC-14 Compost Blankets D EC-15 Soil Preparation/Roughening ~ Temporary Sediment Control BMPs SE-1 Silt Fence ~ SE-2 Sediment Basin ~ SE-3 Sediment Trap ~ SE-4 Check Dams ~ SE-5 SE-6 SE-7 SE-8 SE-9 SE-10 SE-11 SE-12 SE-13 SE-14 Fiber Rolls Gravel Bag Berm Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 [8] [8] Street Sweeping and Vacuuming [8] Sandbag Barrier D Straw Bale Barrier D Storm Drain Inlet Protection [8] Active Treatment System D Temporary Silt Dike D Compost Socks and Berms D Biofilter Bags D Temporary Tracking Control BMPs WE-1 Wind Erosion Control [8] Wind Erosion Control BMPs TC-1 Stabilized Construction Entrance/ Exit [8] TC-2 Stabilized Construction Roadway [8] TC-3 Entrance/ Outlet Tire Wash [8] Non-Stormwater Management BMPs NS-1 Water Conservation Practices [8] NS-2 Dewatering Operations D NS-3 Paving and Grinding Operations [8] NS-4 Temporary Stream Crossing D NS-5 Clear Water Diversion D NS-6 Illicit Connection/ Discharge [8] NS-7 Potable Water I Irrigation [8] NS-8 Vehicle and Equipment Cleaning [8] NS-9 Vehicle and Equipment Fueling [8] NS-10 Vehicle & Equipment Maintenance [8] NS-11 NS-12 NS-13 Pile Driving Operations Concrete Curing Concrete Finishing Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 D [gJ [gJ Waste Management & Material Pollution Control BMPs WM-1 Material Delivery and Storage [gJ WM-2 Material Use [gJ WM-3 Stockpile Management [gJ WM-4 Spill Prevention and Control [gJ WM-5 Solid Waste Management [gJ WM-6 Hazardous Waste Management [gJ WM-7 Contaminated Soil Management [gJ WM-8 Concrete Waste Management [gJ WM-9 Sanitary/Septic Waste Management [gJ WM-10 Liquid Waste Management D Scheduling 1 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 of this BMP. Implementation • Avoid rainy periods. Schedule major grading operations during dry months when practical. Allow enough time before rainfall begins to stabilize the soil with vegetation or physical means or to install sediment trapping devices. • Plan the project and develop a schedule showing each phase November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-1 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 ~ ~ ~ ~ CASQA t:AUHlK:O.IA STOKMWAHR 1 of 3 Scheduling EC-1 of construction. Clearly show how the rainy season relates to soil disturbing and re- stabilization 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 • Include dates for activities that may require non-stormwater discharges such as dewatering, sawcutting, grinding, drilling, boring, crushing, blasting, painting, hydro-demolition, mortar mixing, pavement cleaning, etc. • Work out the sequencing and timetable for the start and completion of each item such as site clearing and grubbing, grading, excavation, paving, foundation pouring utilities installation, etc., to minimize the active construction area during the rainy season. Sequence trenching activities so that most open portions are closed before new trenching begins. Incorporate staged seeding and re-vegetation of graded slopes as work progresses. Schedule establishment of permanent vegetation during appropriate planting time for specified vegetation. • Non-active areas should be stabilized as soon as practical after the cessation of soil disturbing activities or one day prior to the onset of precipitation. • Monitor the weather forecast for rainfall. • When rainfall is predicted, adjust the construction schedule to allow the implementation of soil stabilization and sediment treatment controls on all disturbed areas prior to the onset of rain. • Be prepared year round to deploy erosion control and sediment control BMPs. Erosion may be caused during dry seasons by un-seasonal rainfall, wind, and vehicle tracking. Keep the site stabilized year round, and retain and maintain rainy season sediment trapping devices in operational condition. • Apply permanent erosion control to areas deemed substantially complete during the project's defined seeding window. Costs Construction scheduling to reduce erosion may increase other construction costs due to reduced economies of scale in performing site grading. The cost effectiveness of scheduling techniques should be compared with the other less effective erosion and sedimentation controls to achieve a cost effective balance. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 2 of 3 Scheduling EC-1 Inspection and Maintenance • Verify that work is progressing in accordance with the 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 the deployment and implementation of construction site BMPs. References Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Storm water Management for Construction Activities Developing Pollution Prevention Plans and Best Management Practices (EPA 832-R-92-005), U.S. Environmental Protection Agency, Office of Water, September 1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Preservation Of Existing Vegetation EC-2 r 1: Description and Purpose Carefully planned preservation of existing vegetation minimizes the potential of removing or injuring existing trees, vines, shrubs, and grasses that protect soil from erosion. Suitable Applications Preservation of existing vegetation is suitable for use on most projects. Large project sites often provide the greatest opportunity for use of this BMP. Suitable applications include the following: • Areas within the site where no construction activity occurs, or occurs at a later date. This BMP is especially 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 building sites in wooded areas. • Areas where local, state, and federal government require preservation, such as vernal pools, wetlands, marshes, certain oak trees, etc. These areas are usually designated on the plans, or in the specifications, permits, or environmental documents. • Where vegetation designated for ultimate removal can be temporarily preserved and be utilized for erosion control and sediment control. Limitations • Requires forward planning by the owner/ developer, November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control Waste Management and WM Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ CASQA 1 of 4 Preservation Of Existing Vegetation EC-2 contractor, and design staff. • Limited opportunities for use when project plans do not incorporate existing vegetation into the site design. • For sites with diverse topography, it is often difficult and expensive to save existing trees while grading the site satisfactory for the planned development. Implementation The best way to prevent erosion is to not disturb the land. In order to reduce the impacts of new development and redevelopment, projects may be designed to avoid disturbing land in sensitive areas of the site (e.g., natural watercourses, steep slopes), and to incorporate unique or desirable existing vegetation into the site's landscaping plan. Clearly marking and leaving a buffer area around these unique areas during construction will help to preserve these areas as well as take advantage of natural erosion prevention and sediment trapping. Existing vegetation to be preserved on the site must be protected from mechanical and other injury while the land is being developed. The purpose of protecting existing vegetation is to ensure the survival of desirable vegetation for shade, beautification, and erosion control. Mature vegetation has extensive root systems that help to hold soil in place, thus reducing erosion. In addition, vegetation helps keep soil from drying rapidly and becoming susceptible to erosion. To effectively save existing vegetation, no disturbances of any kind should be allowed within a defined area around the vegetation. For trees, no construction activity should occur within the drip line of the tree. Timing • Provide for preservation of existing vegetation prior to the commencement of clearing and grubbing operations or other soil disturbing activities in areas where no construction activity is planned or will occur at a later date. Design and Lay out • Mark areas to be preserved with temporary fencing. Include sufficient setback to protect roots. Orange colored plastic mesh fencing works well. Use appropriate fence posts and adequate post spacing and depth to completely support the fence in an upright position. • Locate temporary roadways, stockpiles, and layout areas to avoid stands of trees, shrubs, and grass. • Consider the impact of grade changes to existing vegetation and the root zone. • Maintain existing irrigation systems where feasible. Temporary irrigation may be required. • Instruct employees and subcontractors to honor protective devices. Prohibit heavy equipment, vehicular traffic, or storage of construction materials within the protected area. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Preservation Of Existing Vegetation EC-2 Costs There is little cost associated with preserving existing vegetation if properly planned during the project design, and these costs may be offset by aesthetic benefits that enhance property values. During construction, the cost for preserving existing vegetation will likely be less than the cost of applying erosion and sediment controls to the disturbed area. Replacing vegetation inadvertently destroyed during construction can be extremely expensive, sometimes in excess of $10,000 per tree. Inspection and Maintenance During construction, the limits of disturbance should remain clearly marked at all times. Irrigation or maintenance of existing vegetation should be described in the landscaping plan. If damage to protected trees still occurs, maintenance guidelines described below should be followed: • Verify that protective measures remain in place. Restore damaged protection measures immediately. • Serious tree injuries shall be attended to by an arborist. • Damage to the crown, trunk, or root system of a retained tree shall be repaired immediately. • Trench as far from tree trunks as possible, usually outside of the tree drip line or canopy. Curve trenches around trees to avoid large roots or root concentrations. If roots are encountered, consider tunneling under them. When trenching or tunneling near or under trees to be retained, place tunnels at least 18 in. below the ground surface, and not below the tree center to minimize impact on the roots. • Do not leave tree roots exposed to air. Cover exposed roots with soil as soon as possible. If soil covering is not practical, protect exposed roots with wet burlap or peat moss until the tunnel or trench is ready for backfill. • Cleanly remove the ends of damaged roots with a smooth cut. • Fill trenches and tunnels as soon as possible. Careful filling and tamping will eliminate air spaces in the soil, which can damage roots. • If bark damage occurs, cut back all loosened bark into the undamaged area, with the cut tapered at the top and bottom and drainage provided at the base of the wood. Limit cutting the undamaged area as much as possible. • Aerate soil that has been compacted over a trees root zone by punching holes 12 in. deep with an iron bar, and moving the bar back and forth until the soil is loosened. Place holes 18 in. apart throughout the area of compacted soil under the tree crown. • Fertilization Fertilize stressed or damaged broadleaf trees to aid recovery. Fertilize trees in the late fall or early spring. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 4 Preservation Of Existing Vegetation EC-2 Apply fertilizer to the soil over the feeder roots and in accordance with label instructions, but never closer than 3 ft to the trunk. Increase the fertilized area by one-fourth of the crown area for conifers that have extended root systems. • Retain protective measures until all other construction activity is complete to avoid damage during site cleanup and stabilization. References County of Sacramento Tree Preservation Ordinance, September 1981. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Storm water Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for The Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 4 of 4 Hydraulic Mulch Description and Purpose Hydraulic Mulch consists of various types of fibrous materials mixed with water and sprayed onto the soil surface in slurry form to provide a layer of temporary protection from wind and water erosion. Suitable Applications Hydraulic mulch as a temporary, stand alone, erosion control BMP is suitable for disturbed areas that require temporary protection from wind and water erosion until permanent soil stabilization activities commence. Examples include: • Rough-graded areas that will remain inactive for longer than permit-required thresholds (e.g., 14 days) or otherwise require stabilization to minimize erosion or prevent sediment discharges. • Soil stockpiles. • Slopes with exposed soil between existing vegetation such as trees or shrubs. • Slopes planted with live, container-grown vegetation or plugs. • Slopes burned by wildfire. Hydraulic mulch can also be applied to augment other erosion control BMPs such as: November 2009 California Stormwater BMP Handbook Construction www .casqa.org EC-3 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control ~ NS Non-Stormwater Management Control Waste Management and WM Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-4 Hydroseeding EC-5 Soil Binders EC-6 Straw Mulch EC-7 Geotextiles and Mats EC-8 Wood Mulching EC-14 Compost Blanket EC-16 Non-Vegetative Stabilization ~ CASQA C-\1 ~rnll"H SfOR\IWAITR 1 of 5 Hydraulic Mulch EC-3 • In conjunction with straw mulch (see EC-6 Straw Mulch) where the rate of hydraulic mulch is reduced to 100-500 lbs per acre and the slurry is applied over the straw as a tackifying agent to hold the straw in place. • Supplemental application of soil amendments, such as fertilizer, lime, gypsum, soil bio- stimulants or compost. Limitations In general, hydraulic mulch is not limited by slope length, gradient or soil type. However, the following limitations typically apply: • Most hydraulic mulch applications, particularly bonded fiber matrices (BFMs), require at least 24 hours to dry before rainfall occurs. • Temporary applications (i.e., without a vegetative component) may require a second application in order to remain effective for an entire rainy season. • Treatment areas must be accessible to hydraulic mulching equipment. • Availability of water sources in remote areas for mixing and application. • As a stand-alone temporary BMP, hydraulic mulches may need to be re-applied to maintain their erosion control effectiveness, typically after 6-12 months depending on the type of mulch used. • Availability of hydraulic mulching equipment may be limited just prior to the rainy season and prior to storms due to high demand. • Cellulose fiber mulches alone may not perform well on steep slopes or in course soils. Implementation • Where feasible, it is preferable to prepare soil surfaces prior to application by roughening embankments and fill areas with a crimping or punching type roller or by track walking. • The majority of hydraulic mulch applications do not necessarily require surface/soil preparation (See EC-15 Soil Preparation) although in almost every case where re-vegetation is included as part of the practice, soil preparation can be beneficial. One of the advantages of hydraulic mulch over other erosion control methods is that it can be applied in areas where soil preparation is precluded by site conditions, such as steep slopes, rocky soils, or inaccessibility. • Avoid mulch over spray onto roads, sidewalks, drainage channels, existing vegetation, etc. • Hydraulic mulching is generally performed utilizing specialized machines that have a large water-holding/mixing tank and some form of mechanical agitation or other recirculation method to keep water, mulch and soil amendments in suspension. The mixed hydraulic slurry can be applied from a tower sprayer on top of the machine or by extending a hose to areas remote from the machine. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 5 Hydraulic Mulch EC-3 • Where possible apply hydraulic mulch from multiple directions to adequately cover the soil. Application from a single direction can result in shadowing, uneven coverage and failure of theBMP. • Hydraulic mulch can also include a vegetative component, such as seed, rhizomes, or stolons (see EC-4 Hydraulic Seed). • Typical hydraulic mulch application rates range from 2,000 pounds per acre for standard mulches (SMs) to 3,soo pounds per acre for BFMs. However, the required amount of hydraulic mulch to provide adequate coverage of exposed topsoil may appear to exceed the standard rates when the roughness of the soil surface is changed due to soil preparation methods (see EC-1s Soil Preparation) or by slope gradient. • Other factors such as existing soil moisture and soil texture can have a profound effect on the amount of hydraulic mulch required (i.e. application rate) applied to achieve an erosion- resistant covering. • Avoid use of mulch without a tackifier component, especially on slopes. • Mulches used in the hydraulic mulch slurry can include: Cellulose fiber Thermally-processed wood fibers Cotton Synthetics Compost (see EC-14, Compost Blanket) • Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. Categories of Hydraulic Mulches Standard Hydraulic Mulch CSM) Standard hydraulic mulches are generally applied at a rate of 2,000 pounds per acre and are manufactured containing around s% tackifier (i.e. soil binder), usually a plant-derived guar or psyllium type. Most standard mulches are green in color derived from food-color based dyes. Hydraulic Matrices (HM) and Stabilized Fiber Matrices (SFM) Hydraulic matrices and stabilized fiber matrices are slurries which contain increased levels of tackifiers/soil binders; usually 10% or more by weight. HMs and SFMs have improved performance compared to a standard hydraulic mulch (SM) because of the additional percentage of tackifier and because of their higher application rates, typically 2,soo -4,000 pounds per acre. Hydraulic matrices can include a mixture of fibers, for example, a so/so blend of paper and wood fiber. In the case of an SFM, the tackifier/soil binder is specified as a polyacrylamide (PAM). November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 5 Hydraulic Mulch EC-3 Bonded Fiber Matrix (BFM) Bonded fiber matrices (BFMs) are hydraulically-applied systems of fibers, adhesives (typically guar based) and chemical cross-links. Upon drying, the slurry forms an erosion-resistant blanket that prevents soil erosion and promotes vegetation establishment. The cross-linked adhesive in the BFM should be biodegradable and should not dissolve or disperse upon re- wetting. BFMs are typically applied at rates from 3,000 to 4,000 lbsjacre based on the manufacturer's recommendation. BFMs should not be applied immediately before, during or immediately after rainfall or if the soil is saturated. Depending on the product, BFMs typically require 12 to 24 hours to dry and become effective. Mechanically-Bonded Fiber Matrices CMBFM) Mechanically-bonded fiber matrices (MBFMs) are hydraulically applied systems similar to BFM that use crimped synthetic fibers and PAM and are typically applied to a slope at a higher application rate than a standard BFM. Hydraulic Compost Matrix (HCM) Hydraulic compost matrix (HCM) is a field-derived practice whereby finely graded or sifted compost is introduced into the hydraulic mulch slurry. A guar-type tackifier can be added for steeper slope applications as well as any specified seed mixtures. A HCM can help to accelerate seed germination and growth. HCMs are particularly useful as an in-fill for three-dimensional re-vegetation geocomposites, such as turf reinforcement mats (TRM) (see EC-7 Geotextiles and Mats). Costs Average installed costs for hydraulic mulch categories are is provided in Table 1, below. Table 1 HYDRAULIC MULCH BMPs INSTALLED COSTS BMP Installed Cost/Acre Standard Hydraulic Mulching (SM) $1,700-$3,600 per acre Hydraulic Matrices (HM) and Stabilized Fiber Matrices Guar-based $2,000-$4,000 per acre PAM-based $2,500-$5,610 per acre Bonded Fiber Matrix (BFM) $3,900-$6,900 per acre Mechanically Bonded Fiber Matrix (MBFM) $4,500-$6,000 per acre Hydraulic Compost Matrix (HCM) $3,000-$3,500 per acre Source: Caltrans Soil Stabilization BMP Research for Erosion and Sediment Controls, July 2007 Inspection and Maintenance • Maintain an unbroken, temporary mulched ground cover throughout the period of construction when the soils are not being reworked. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 5 Hydraulic Mulch EC-3 weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Areas where erosion is evident should be repaired and BMPs re-applied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require re-application of BMPs. • Compare the number of bags or weight of applied mulch to the area treated to determine actual application rates and compliance with specifications. References Soil Stabilization BMP Research for Erosion and Sediment Controls: Cost Survey Technical Memorandum, State of California Department of Transportation (Caltrans), July 2007. Controlling Erosion of Construction Sites, Agricultural Information #347, U.S. Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS) (formerly Soil Conservation Service -SCS). Guides for Erosion and Sediment Control in California, USDA Soils Conservation Service, January 1991. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Sedimentation and Erosion Control, An Inventory of Current Practices Draft, US EPA, April 1990. Soil Erosion by Water, Agriculture Information Bulletin #513, U.S. Department of Agriculture, Soil Conservation Service. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation ( Caltrans ), March 2003. Guidance Document: Soil Stabilization for Temporary Slopes, State of California Department of Transportation (Caltrans), November 1999 Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 5 Hydroseeding Description and Purpose Hydroseeding typically consists of applying a mixture of a hydraulic mulch, seed, fertilizer, and stabilizing emulsion with a hydraulic mulcher, to temporarily protect exposed soils from erosion by water and wind. Hydraulic seeding, or hydroseeding, is simply the method by which temporary or permanent seed is applied to the soil surface. Suitable Applications Hydroseeding is suitable for disturbed areas requiring temporary protection until permanent stabilization is established, for disturbed areas that will be re-disturbed following an extended period of inactivity, or to apply permanent stabilization measures. Hydroseeding without mulch or other cover (e.g. EC-7, Erosion Control Blanket) is not a stand-alone erosion control BMP and should be combined with additional measures until vegetation establishment. Typical applications for hydroseeding include: • Disturbed soil/ graded areas where permanent stabilization or continued earthwork is not anticipated prior to seed germination. • Cleared and graded areas exposed to seasonal rains or temporary irrigation. • Areas not subject to heavy wear by construction equipment or high traffic. November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-4 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-3 Hydraulic Mulch EC-5 Soil Binders EC-6 Straw Mulch EC-7 Geotextiles and Mats EC-8 Wood Mulching EC-14 Compost Blanket ~ EC-16 Non-Vegetative Stabilization ~ CASQA C\UIORNIA STORMW,\ITR 1 of 4 Hydroseeding EC-4 Limitations • Availability ofhydroseeding equipment may be limited just prior to the rainy season and prior to storms due to high demand. • Hydraulic seed should be applied with hydraulic mulch or a stand-alone hydroseed application should be followed by one of the following: Straw mulch (see Straw Mulch EC-6) Rolled erosion control products (see Geotextiles and Mats EC-7) Application of Compost Blanket (see Compost Blanket EC-14) Hydraulic seed may be used alone only on small flat surfaces when there is sufficient time in the season to ensure adequate vegetation establishment and coverage to provide adequate erosion control. • Hydraulic seed without mulch does not provide immediate erosion control. • Temporary seeding may not be appropriate for steep slopes (i.e., slopes readily prone to rill erosion or without sufficient topsoil). • Temporary seeding may not be appropriate in dry periods without supplemental irrigation. • Temporary vegetation may have to be removed before permanent vegetation is applied. • Temporary vegetation may not be appropriate for short term inactivity (i.e. less than 3-6 months). Implementation In order to select appropriate hydraulic seed mixtures, an evaluation of site conditions should be performed with respect to: Soil conditions Maintenance requirements Site topography and exposure (sun/wind) Sensitive adjacent areas Season and climate Water availability Vegetation types Plans for permanent vegetation The local office of the U.S.D.A. Natural Resources Conservation Service (NRCS) is an excellent source of information on appropriate seed mixes. The following steps should be followed for implementation: • Where appropriate or feasible, soil should be prepared to receive the seed by disking or otherwise scarifying (See EC-15, Soil Preparation) the surface to eliminate crust, improve air and water infiltration and create a more favorable environment for germination and growth. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Hydroseeding EC-4 • Avoid use of hydraulic seed in areas where the BMP would be incompatible with future earthwork activities. • Hydraulic seed can be applied using a multiple step or one step process. In a multiple step process, hydraulic seed is applied first, followed by mulch or a Rolled Erosion Control Product (RECP). In the one step process, hydraulic seed is applied with hydraulic mulch in a hydraulic matrix. When the one step process is used to apply the mixture of fiber, seed, etc., the seed rate should be increased to compensate for all seeds not having direct contact with the soil. • All hydraulically seeded areas should have mulch, or alternate erosion control cover to keep seeds in place and to moderate soil moisture and temperature until the seeds germinate and grow. • All seeds should be in conformance with the California State Seed Law of the Department of Agriculture. Each seed bag should be delivered to the site sealed and clearly marked as to species, purity, percent germination, dealer's guarantee, and dates of test. The container should be labeled to clearly reflect the amount of Pure Live Seed (PLS) contained. All legume seed should be pellet inoculated. Inoculant sources should be species specific and should be applied at a rate of 2 lb of inoculant per 100 lb seed. • Commercial fertilizer should conform to the requirements of the California Food and Agricultural Code, which can be found at http:/ jwww.leginfo.ca.govj.htmljfac_table_of_contents.html. Fertilizer should be pelleted or granular form. • Follow up applications should be made as needed to cover areas of poor coverage or germination/vegetation establishment and to maintain adequate soil protection. • Avoid over spray onto roads, sidewalks, drainage channels, existing vegetation, etc. • Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. Costs Average cost for installation and maintenance may vary from as low as $1,900 per acre for flat slopes and stable soils, to $4,000 per acre for moderate to steep slopes and/ or erosive soils. Cost of seed mixtures vary based on types of required vegetation. November 2009 BMP Installed Cost per Acre Hydraulic Seed $1,900-$4,000 .. Source: Caltrans Soil Stabilization BMP Research for ErosiOn and Sediment Controls, July 2007 California Stormwater BMP Handbook Construction www.casqa.org 3 of 4 Hydroseeding EC-4 Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Areas where erosion is evident should be repaired and BMPs re-applied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require re-application of BMPs. • Where seeds fail to germinate, or they germinate and die, the area must be re-seeded, fertilized, and mulched within the planting season, using not less than half the original application rates. • Irrigation systems, if applicable, should be inspected daily while in use to identify system malfunctions and line breaks. When line breaks are detected, the system must be shut down immediately and breaks repaired before the system is put back into operation. • Irrigation systems should be inspected for complete coverage and adjusted as needed to maintain complete coverage. References Soil Stabilization BMP Research for Erosion and Sediment Controls: Cost Survey Technical Memorandum, State of California Department ofTransportation (Caltrans), July 2007. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Guidance Document: Soil Stabilization for Temporary Slopes, State of California Department of Transportation (Caltrans), November 1999. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 4 Soil Binders Description and Purpose Soil binding consists of application and maintenance of a soil stabilizer to exposed soil surfaces. Soil binders are materials applied to the soil surface to temporarily prevent water and wind induced erosion of exposed soils on construction sites. Suitable Applications Soil binders are typically applied to disturbed areas requiring temporary protection. Because soil binders, when used as a stand-alone practice, can often be incorporated into the soil, they are a good alternative to mulches in areas where grading activities will soon resume. Soil binders are commonly used in the following areas: • Rough graded soils that will be inactive for a short period of time • Soil stockpiles • Temporary haul roads prior to placement of crushed rock • Compacted soil road base • Construction staging, materials storage, and layout areas Limitations • Soil binders are temporary in nature and may need reapplication. November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-5 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-3 Hydraulic Mulch EC-4 Hydroseeding EC-6 Straw Mulch EC-7 Geotextiles and Mats EC-8 Wood Mulching ~ ~ CASQA 1 of 8 Soil Binders EC-5 • Soil binders require a minimum curing time until fully effective, as prescribed by the manufacturer. Curing time may be 24 hours or longer. Soil binders may need reapplication after a storm event. • Soil binders will generally experience spot failures during heavy rainfall events. If runoff penetrates the soil at the top of a slope treated with a soil binder, it is likely that the runoff will undercut the stabilized soil layer and discharge at a point further down slope. • Plant-material-based soil binders do not generally hold up to pedestrian or vehicular traffic across treated areas as well as polymeric emulsion blends or cementitious-based binders. • Soil binders may not sufficiently penetrate compacted soils. • Some soil binders are soil texture specific in terms of their effectiveness. For example, polyacrylamides (P AMs) work very well on silt and clayey soils but their performance decreases dramatically in sandy soils. • Some soil binders may not perform well with low relative humidity. Under rainy conditions, some agents may become slippery or leach out of the soil. • Soil binders may not cure if low temperatures occur within 24 hours of application. • The water quality impacts of some chemical soil binders are relatively unknown and some may have water quality impacts due to their chemical makeup. Implementation General Considerations • Soil binders should conform to local municipality specifications and requirements. • Site soil types will dictate appropriate soil binders to be used. • A soil binder must be environmentally benign (non-toxic to plant and animal life), easy to apply, easy to maintain, economical, and should not stain paved or painted surfaces. Soil binders should not pollute storm water when cured. Obtain a Material Safety Data Sheet (MSDS) from the manufacturer to ensure non-toxicity. • Storm water runoff from PAM treated soils should pass through one of the following sediment control BMP prior to discharging to surface waters. When the total drainage area is greater than or equal to 5 acres, PAM treated areas should drain to a sediment basin. Areas less than 5 acres should drain to sediment control BMPs, such as a sediment trap, or a series of check dams. The total number of check dams used should be maximized to achieve the greatest amount of settlement of sediment prior to discharging from the site. Each check dam should be spaced evenly in the drainage channel through which stormwater flows are discharged off site. • Performance of soil binders depends on temperature, humidity, and traffic across treated areas. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 8 Soil Binders EC-5 • Avoid over spray onto roads, sidewalks, drainage channels, existing vegetation, etc. • Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. Selecting a Soil Binder Properties of common soil binders used for erosion control are provided on Table 1 at the end of this Fact Sheet. Use Table 1 to select an appropriate soil binder. Refer to WE-1, Wind Erosion Control, for dust control soil binders. Factors to consider when selecting a soil binder include the following: • Suitability to situation -Consider where the soil binder will be applied, if it needs a high resistance to leaching or abrasion, and whether it needs to be compatible with any existing vegetation. Determine the length of time soil stabilization will be needed, and if the soil binder will be placed in an area where it will degrade rapidly. In general, slope steepness is not a discriminating factor for the listed soil binders. • Soil types and surface materials -Fines and moisture content are key properties of surface materials. Consider a soil binder's ability to penetrate, likelihood ofleaching, and ability to form a surface crust on the surface materials. • Frequency of application -The frequency of application is related to the functional longevity of the binder, which can be affected by subgrade conditions, surface type, climate, and maintenance schedule. • Frequent applications could lead to high costs. Application frequency may be minimized if the soil binder has good penetration, low evaporation, and good longevity. Consider also that frequent application will require frequent equipment clean up. Plant-Material-Based (Short Lived, <6 months) Binders Guar: Guar is a non-toxic, biodegradable, natural galactomannan-based hydrocolloid treated with dispersant agents for easy field mixing. It should be mixed with water at the rate of 11 to 15 lb per 1,000 gallons. Recommended minimum application rates are as follows: Application Rates for Guar Soil Stabilizer Slope (H:V): Flat 4:1 3:1 2:1 1:1 lb/acre: 40 45 so 6o 70 Psyllium: Psyllium is composed of the finely ground muciloid coating of plantago seeds that is applied as a dry powder or in a wet slurry to the surface of the soil. It dries to form a firm but rewettable membrane that binds soil particles together, but permits germination and growth of seed. Psyllium requires 12 to 18 hours drying time. Application rates should be from So to 200 lbjacre, with enough water in solution to allow for a uniform slurry flow. Starch: Starch is non-ionic, cold water soluble (pre-gelatinized) granular cornstarch. The material is mixed with water and applied at the rate of 150 lbjacre. Approximate drying time is 9 to 12 hours. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 8 Soil Binders EC-5 Plant-Material-Based (Long Lived, 6-12 months) Binders Pitch and Rosin Emulsion: Generally, a non-ionic pitch and rosin emulsion has a minimum solids content of 48%. The rosin should be a minimum of 26% of the total solids content. The soil stabilizer should be non-corrosive, water dilutable emulsion that upon application cures to a water insoluble binding and cementing agent. For soil erosion control applications, the emulsion is diluted and should be applied as follows: • For clayey soil: 5 parts water to 1 part emulsion • For sandy soil: 10 parts water to 1 part emulsion Application can be by water truck or hydraulic seeder with the emulsion and product mixture applied at the rate specified by the manufacturer. Polymeric Emulsion Blend Binders Acrylic Copolymers and Polymers: Polymeric soil stabilizers should consist of a liquid or solid polymer or copolymer with an acrylic base that contains a minimum of 55% solids. The polymeric compound should be handled and mixed in a manner that will not cause foaming or should contain an anti-foaming agent. The polymeric emulsion should not exceed its shelflife or expiration date; manufacturers should provide the expiration date. Polymeric soil stabilizer should be readily miscible in water, non-injurious to seed or animal life, non-flammable, should provide surface soil stabilization for various soil types without totally inhibiting water infiltration, and should not re-emulsify when cured. The applied compound typically requires 12 to 24 hours drying time. Liquid copolymer should be diluted at a rate of 10 parts water to 1 part polymer and the mixture applied to soil at a rate of 1,175 gallons/acre. Liquid Polymers of Methacrylates and Acrylates: This material consists of a tackifier I sealer that is a liquid polymer of methacrylates and acrylates. It is an aqueous 100% acrylic emulsion blend of 40% solids by volume that is free from styrene, acetate, vinyl, ethoxylated surfactants or silicates. For soil stabilization applications, it is diluted with water in accordance with the manufacturer's recommendations, and applied with a hydraulic seeder at the rate of 20 gallons/acre. Drying time is 12 to 18 hours after application. Copolymers of Sodium Acrylates and Acrylamides: These materials are non-toxic, dry powders that are copolymers of sodium acrylate and acrylamide. They are mixed with water and applied to the soil surface for erosion control at rates that are determined by slope gradient: Slope Gradient lbfacre (H:V) Flat to 5:1 3.0 -s.o s:1 to 3:1 s.o -10.0 2:1 to 1:1 10.0-20.0 Poly-Acrylamide CP AM) and Copolymer of Acrylamtde: Lmear copolymer polyacrylamide for use as a soil binder is packaged as a dry flowable solid, as a liquid. Refer to the manufacturer's recommendation for dilution and application rates as they vary based on liquid or dry form, site conditions and climate. • Limitations specific to PAM are as follows: November 2009 California Stormwater BMP Handbook Construction www .casqa .org 4 of 8 Soil Binders EC-5 Do not use PAM on a slope that flows into a water body without passing through a sediment trap or sediment basin. The specific PAM copolymer formulation must be anionic. Cationic PAM should not be used in any application because of known aquatic toxicity problems. Only the highest drinking water grade PAM, certified for compliance with ANSI/NSF Standard 60 for drinking water treatment, should be used for soil applications. PAM designated for erosion and sediment control should be "water soluble" or "linear" or "non-cross linked". PAM should not be used as a stand-alone BMP to protect against water-based erosion. When combined with mulch, its effectiveness increases dramatically. Hydro-Colloid Polymers: Hydro-Colloid Polymers are various combinations of dry flowable poly-acrylamides, copolymers and hydro-colloid polymers that are mixed with water and applied to the soil surface at rates of 55 to 60 lb/acre. Drying times are o to 4 hours. Cementitious-Based Binders Gypsum: This is a formulated gypsum based product that readily mixes with water and mulch to form a thin protective crust on the soil surface. It is composed of high purity gypsum that is ground, calcined and processed into calcium sulfate hemihydrate with a minimum purity of 86%. It is mixed in a hydraulic seeder and applied at rates 4,000 to 12,000 lbjacre. Drying time is 4 to 8 hours. Applying Soil Binders After selecting an appropriate soil binder, the untreated soil surface must be prepared before applying the soil binder. The untreated soil surface must contain sufficient moisture to assist the agent in achieving uniform distribution. In general, the following steps should be followed: • Follow manufacturer's written recommendations for application rates, pre-wetting of application area, and cleaning of equipment after use. • Prior to application, roughen embankment and fill areas. • Consider the drying time for the selected soil binder and apply with sufficient time before anticipated rainfall. Soil binders should not be applied during or immediately before rainfall. • Avoid over spray onto roads, sidewalks, drainage channels, sound walls, existing vegetation, etc. • Soil binders should not be applied to frozen soil, areas with standing water, under freezing or rainy conditions, or when the temperature is below 40°F during the curing period. • More than one treatment is often necessary, although the second treatment may be diluted or have a lower application rate. • Generally, soil binders require a minimum curing time of 24 hours before they are fully effective. Refer to manufacturer's instructions for specific cure time. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 5 of 8 Soil Binders EC-5 • For liquid agents: Crown or slope ground to avoid ponding. Uniformly pre-wet ground at 0.03 to 0.3 galjyd2 or according to manufacturer's recommendations. Apply solution under pressure. Overlap solution 6 to 12 in. Allow treated area to cure for the time recommended by the manufacturer; typically at least 24 hours. Apply second treatment before first treatment becomes ineffective, using so% application rate. In low humidities, reactivate chemicals by re-wetting with water at 0.1 to 0.2 galjyd2 • Costs Costs vary according to the soil stabilizer selected for implementation. The following are approximate installed costs: Cost per Acre Estimated Cost Soil Binder per Acre (2000)1 (2009)2 Plant-Material-Based (Short Lived) Binders $700-$900 $770-$990 Plant-Material-Based (Long Lived) Binders $1,200-$1,500 $1,320-$1,650 Polymeric Emulsion Blend Binders $700 -$1,500 $770-$1,650 Cementitious-Based Binders $800-$1,200 $880-$1,350 1. Source: ErosiOn Control Pilot Study Report, Caltrans, June 2000. 2. 2009 costs reflect a 10% escalation over year 2000 costs. Escalation based on informal survey of industry trends. Note: Expected cost increase is offset by competitive economic conditions. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Areas where erosion is evident should be repaired and BMPs re-applied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require re-application of BMPs. • Reapply the selected soil binder as needed to maintain effectiveness. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 8 Soil Binders Table 1 Properties of Soil Binders for Erosion Control Binder Type Evaluation Criteria Plant Material Plant Material Polymeric Based (Short Based(Long Lived) Lived) Emulsion Blends Relative Cost Low Moderate to Low to High High Resistance to Leaching High High Low to Moderate Resistance to Abrasion Moderate Low Moderate to High Longevity Short to Medium Medium Medium to Long Minimum Curing Time 9 to 18 hours 19 to 24 hours o to 24 hours before Rain Compatibility with Good Poor Poor Existing Vegetation Photodegradable/ Mode of Degradation Biodegradable Biodegradable Chemically Degradable Labor Intensive No No No Specialized Application Water Truck or Water Truck or Water Truck or Hydraulic Hydraulic Equipment Mulcher Mulcher Hydraulic Mulcher Liquid/Powder Powder Liquid Liquid/Powder Surface Crusting Yes, but dissolves Yes Yes, but dissolves on on rewetting rewetting Clean Up Water Water Water Erosion Control Varies C1l Varies C1l Varies C1l Application Rate (1) See Implementation for specific rates. November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-5 Cementitious- Based Binders Low to Moderate Moderate Moderate to High Medium 4 to 8 hours Poor Photodegradable/ Chemically Degradable No Water Truck or Hydraulic Mulcher Powder Yes Water 4,000 to 12,000 lbsfacre 7 of 8 Soil Binders EC-5 References Erosion Control Pilot Study Report, State of California Department of Transportation (Caltrans), June 2000. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Sedimentation and Erosion Control, An Inventory of Current Practices Draft, US EPA, April 1990. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Guidance Document: Soil Stabilization for Temporary Slopes, State of California Department of Transportation (Caltrans), November 1999. Storm water Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 8 of 8 Straw Mulch Description and Purpose Straw mulch consists of placing a uniform layer of straw and incorporating it into the soil with a studded roller or crimper, or anchoring it with a tackifier or stabilizing emulsion. Straw mulch protects the soil surface from the impact of rain drops, preventing soil particles from becoming dislodged. Suitable Applications Straw mulch is suitable for disturbed areas requiring temporary protection until permanent stabilization is established. Straw mulch can be specified for the following applications: • As a stand-alone BMP on disturbed areas until soils can be prepared for permanent vegetation. The longevity of straw mulch is typically less than six months. • Applied in combination with temporary seeding strategies • Applied in combination with permanent seeding strategies to enhance plant establishment and final soil stabilization • Applied around containerized plantings to control erosion until the plants become established to provide permanent stabilization Limitations • Availability of straw and straw blowing equipment may be limited just prior to the rainy season and prior to storms due to high demand. November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-6 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-3 Hydraulic Mulch EC-4 Hydroseeding EC-5 Soil Binders EC-7 Geotextiles and Mats EC-8 Wood Mulching EC-14 Compost Blanket ~ ~ CASQA 1 of 4 Straw Mulch EC-6 • There is a potential for introduction of weed seed and unwanted plant material if weed-free agricultural straw is not specified. • Straw mulch applied by hand is more time intensive and potentially costly. • Wind may limit application of straw and blow straw into undesired locations. • May have to be removed prior to permanent seeding or prior to further earthwork. • "Punching" of straw does not work in sandy soils, necessitating the use of tackifiers. • Potential fugitive dust control issues associated with straw applications can occur. Application of a stabilizing emulsion or a water stream at the same time straw is being blown can reduce this problem. • Use of plastic netting should be avoided in areas where wildlife may be entrapped and may be prohibited for projects in certain areas with sensitive wildlife species, especially reptiles and amphibians. Implementation • Straw should be derived from weed-free wheat, rice, or barley. Where required by the plans, specifications, permits, or environmental documents, native grass straw should be used. • Use tackifier to anchor straw mulch to the soil on slopes. • Crimping, punch roller-type rollers, or track walking may also be used to incorporate straw mulch into the soil on slopes. Track walking can be used where other methods are impractical. • Avoid placing straw onto roads, sidewalks, drainage channels, sound walls, existing vegetation, etc. • Straw mulch with tackifier should not be applied during or immediately before rainfall. • Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. Application Procedures • When using a tackifier to anchor the straw mulch, roughen embankment or fill areas by rolling with a crimping or punching-type roller or by track walking before placing the straw mulch. Track walking should only be used where rolling is impractical. • Apply straw at a rate of between 3,000 and 4,000 lbjacre, either by machine or by hand distribution and provide 100% ground cover. A lighter application is used for flat surfaces and a heavier application is used for slopes. • Evenly distribute straw mulch on the soil surface. • Anchoring straw mulch to the soil surface by "punching" it into the soil mechanically (incorporating) can be used in lieu of a tackifier. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Straw Mulch EC-6 • Methods for holding the straw mulch in place depend upon the slope steepness, accessibility, soil conditions, and longevity. Costs A tackifier acts to glue the straw fibers together and to the soil surface. The tackifier should be selected based on longevity and ability to hold the fibers in place. A tackifier is typically applied at a rate of 125lbjacre. In windy conditions, the rates are typically 180 lbjacre. On very small areas, a spade or shovel can be used to punch in straw mulch. On slopes with soils that are stable enough and of sufficient gradient to safely support construction equipment without contributing to compaction and instability problems, straw can be "punched" into the ground using a knife blade roller or a straight bladed coulter, known commercially as a "crimper." Average annual cost for installation and maintenance is included in the table below. Application by hand is more time intensive and potentially more costly. BMP Unit Cost per Acre Straw mulch, crimped or punched $2,458-$5,375 Straw mulch with tackifier $1,823-$4,802 .. Source: Caltrans Sml StabilizatiOn BMP Research for Eroswn and Sediment Controls, July 2007 Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Areas where erosion is evident should be repaired and BMPs re-applied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require re-application of BMPs. • The key consideration in inspection and maintenance is that the straw needs to last long enough to achieve erosion control objectives. Straw mulch as a stand-alone BMP is temporary and is not suited for long-term erosion control. • Maintain an unbroken, temporary mulched ground cover while disturbed soil areas are inactive. Repair any damaged ground cover andre-mulch exposed areas. • Reapplication of straw mulch and tackifier may be required to maintain effective soil stabilization over disturbed areas and slopes. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 4 Straw Mulch EC-6 References Soil Stabilization BMP Research for Erosion and Sediment Controls: Cost Survey Technical Memorandum, State of California Department ofTransportation (Caltrans), July 2007. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. Controlling Erosion of Construction Sites, Agricultural Information Bulletin #34 7, U.S. Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS) (formerly Soil Conservation Service -SCS). Guides for Erosion and Sediment Control in California, USDA Soils Conservation Service, January 1991. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Soil Erosion by Water, Agricultural Information Bulletin #513, U.S. Department of Agriculture, Soil Conservation Service. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Storm water Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 4 Geotextiles and Mats Description and Purpose Mattings, or Rolled Erosion Control Products (RECPs), can be made of natural or synthetic materials or a combination of the two. RECPs are used to cover the soil surface to reduce erosion from rainfall impact, hold soil in place, and absorb and hold moisture near the soil surface. Additionally, RECPs may be used to stabilize soils until vegetation is established or to reinforce non-woody surface vegetation. Suitable Applications RECPs are typically applied on slopes where erosion hazard is high and vegetation will be slow to establish. Mattings are also used on stream banks, swales and other drainage channels where moving water at velocities between 3 ft/ s and 6 ft/ s are likely to cause scour and wash out new vegetation, and in areas where the soil surface is disturbed and where existing vegetation has been removed. RECPs may also be used when seeding cannot occur (e.g., late season construction and/or the arrival of an early rain season). RECPs should be considered when the soils are fine grained and potentially erosive. RECPs should be considered in the following situations. • Steep slopes, generally steeper than 3:1 (H:V) • Slopes where the erosion potential is high • Slopes and disturbed soils where mulch must be anchored • Disturbed areas where plants are slow to develop November 2009 California Stormwater BMP Handbook Construction www.casaa.ora EC-7 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-3 Hydraulic Mulch EC-4 Hydroseeding ~ ~ CASQA CAUftlRNIA SWR\IWAITR 1 of 12 Geotextiles and Mats EC-7 • Channels with flows exceeding 3.3 ftjs • Channels to be vegetated • Stockpiles • Slopes adjacent to water bodies Limitations • RECP installed costs are generally higher than other erosion control BMPs, limiting their use to areas where other BMPs are ineffective (e.g. channels, steep slopes). • RECPs may delay seed germination, due to reduction in soil temperature. • RECPs are generally not suitable for excessively rocky sites or areas where the final vegetation will be mowed (since staples and netting can catch in mowers). If a staple or pin cannot be driven into the soil because the underlying soil is too hard or rocky, then an alternative BMP should be selected. • If used for temporary erosion control, RECPs should be removed and disposed of prior to application of permanent soil stabilization measures. • The use of plastic should be limited to covering stockpiles or very small graded areas for short periods of time (such as through one imminent storm event) until more environmentally friendly measures, such as seeding and mulching, may be installed. Plastic sheeting is easily vandalized, easily torn, photodegradable, and must be disposed of at a landfill. Plastic sheeting results in 100% runoff, which may cause serious erosion problems in the areas receiving the increased flow. • RECPs may have limitations based on soil type, slope gradient, or channel flow rate; consult the manufacturer for proper selection. • Not suitable for areas that have foot traffic (tripping hazard)-e.g., pad areas around buildings under construction. • RECPs that incorporate a plastic netting (e.g. straw blanket typically uses a plastic netting to hold the straw in place) may not be suitable near known wildlife habitat. Wildlife can become trapped in the plastic netting. • RECPs may have limitations in extremely windy climates. However, when RECPs are properly trenched at the top and bottom and stapled in accordance with the manufacturer's recommendations, problems with wind can be minimized. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 12 Geotextiles and Mats EC-7 Implementation Material Selection • Natural RECPs have been found to be effective where re-vegetation will be provided by re- seeding. The choice of material should be based on the size of area, side slopes, surface conditions such as hardness, moisture, weed growth, and availability of materials. • Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. • The following natural and synthetic RECPs are commonly used: Geotextiles • Material can be a woven or a non-woven polypropylene fabric with minimum thickness of 0.06 in., minimum width of 12ft and should have minimum tensile strength of 150 lbs (warp), 8o lbs (fill) in conformance with the requirements in ASTM Designation: D 4632. The permittivity of the fabric should be approximately 0.07 sec-1 in conformance with the requirements in ASTM Designation: D4491. The fabric should have an ultraviolet (UV) stability of 70 percent in conformance with the requirements in ASTM designation: D4355. Geotextile blankets must be secured in place with wire staples or sandbags and by keying into tops of slopes to prevent infiltration of surface waters under geotextile. Staples should be made of minimum 11 gauge steel wire and should be U -shaped with 8 in. legs and 2 in. crown. • Geotextiles may be reused if they are suitable for the use intended. Plastic Covers • Generally plastic sheeting should only be used as stockpile covering or for very small graded areas for short periods of time (such as through one imminent storm event). If plastic sheeting must be used, choose a plastic that will withstand photo degradation. • Plastic sheeting should have a minimum thickness of 6 mils, and must be keyed in at the top of slope (when used as a temporary slope protection) and firmly held in place with sandbags or other weights placed no more than 10 ft apart. Seams are typically taped or weighted down their entire length, and there should be at least a 12 in. to 24 in. overlap of all seams. Edges should be embedded a minimum of 6 in. in soil (when used as a temporary slope protection). • All sheeting must be inspected periodically after installation and after significant rainstorms to check for erosion, undermining, and anchorage failure. Any failures must be repaired immediately. If washout or breakages occur, the material should be re-installed after repairing the damage to the slope. Erosion Control Blankets/Mats • Biodegradable RECPs are typically 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 together must also be biodegradable. See typical installation details at the end of this fact sheet. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 12 Geotextiles and Mats EC-7 Jute is a natural fiber that is made into a yarn that is loosely woven into a biodegradable mesh. The performance of jute as a stand-alone RECP is low. Most other RECPs outperform jute as a temporary erosion control product and therefore jute is not commonly used. It is designed to be used in conjunction with vegetation. The material is supplied in rolled strips, which should be secured to the soil 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 8o percent of the fiber 6 in. or longer. The excelsior blanket should be of consistent thickness. The wood fiber must be evenly distributed over the entire area of the blanket. The top surface of the blanket should be covered with a photodegradable extruded plastic mesh. The blanket should be smolder resistant without the use of chemical additives and should be non-toxic and non-injurious to plant and animal life. Excelsior blankets should be furnished in rolled strips, a minimum of 48 in. wide, and should have an average weight of o.8lbjyd2, ±10 percent, at the time of manufacture. Excelsior blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. Straw blanket should be machine produced mats of straw with a lightweight biodegradable netting top layer. The straw should be attached to the netting with biodegradable thread or glue strips. The straw blanket should be of consistent thickness. The straw should be evenly distributed over the entire area of the blanket. Straw blanket should be furnished in rolled strips a minimum of 6.5 ft wide, a minimum of 8oft long and a minimum of o.slb/yd2 • Straw blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. Wood fiber blanket is composed of biodegradable fiber mulch with extruded plastic netting held together with adhesives. The material is designed to enhance re-vegetation. The material is furnished in rolled strips, which must be secured to the ground with U- shaped staples or stakes in accordance with 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. The 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 rolled strips with a minimum of 6.5 ft wide, a minimum of 8o ft. long and a minimum of 0.5 lbjyd2 • Coconut fiber blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U -shaped with 8 in. legs and 2 in. crown. Coconut fiber mesh is a thin permeable membrane made from coconut or corn fiber that is spun into a yarn 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 supplied in rolled strips, which must be secured to the soil with U-shaped staples or stakes in accordance with manufacturers' recommendations. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 12 Geotextiles and Mats EC-7 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 rolled strips a minimum of 6.5 ft wide, a minimum of Soft long and a minimum of o.slb/yd2• Straw coconut fiber blankets must be secured in place with wire staples. Staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. • Non-biodegradable RECPs are typically composed of polypropylene, polyethylene, nylon or other synthetic fibers. In some cases, a combination of biodegradable and synthetic fibers is used to construct the RECP. Netting used to hold these fibers together is typically non- biodegradable as well. Plastic netting is a lightweight biaxially oriented netting designed for securing loose mulches like straw or paper to soil surfaces to establish vegetation. The netting is photodegradable. The netting is supplied in rolled strips, which must be secured with U- shaped staples or stakes in 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 l/4 in. It is used with re- vegetation or may be used to secure loose fiber such as straw to the ground. The material is supplied in rolled strips, which must be secured to the soil with U-shaped staples or stakes in accordance with manufacturers' recommendations. Synthetic fiber with netting is a mat that is composed of durable synthetic fibers treated to resist chemicals and ultraviolet light. The mat is a dense, three dimensional mesh of synthetic (typically polyolefin) fibers stitched between two polypropylene nets. The mats are designed to be re-vegetated and provide a permanent composite system of soil, roots, and geomatrix. The material is furnished in rolled strips, which must be secured with U-shaped staples or stakes in accordance with manufacturers' recommendations. Bonded synthetic fibers consist of a three dimensional geomatrix nylon (or other synthetic) matting. Typically it has more than 90 percent open area, which facilitates root growth. It's tough root reinforcing system anchors vegetation and protects against hydraulic lift and shear forces created by high volume discharges. It can be installed over prepared soil, followed by seeding into the mat. Once vegetated, it becomes an invisible composite system of soil, roots, and geomatrix. The material is furnished in rolled strips that must be secured with U -shaped staples or stakes in accordance with manufacturers' recommendations. Combination synthetic and biodegradable RECPs consist of biodegradable fibers, such as wood fiber or coconut fiber, with a heavy polypropylene net stitched to the top and a high strength continuous filament geomatrix or net stitched to the bottom. The material is designed to enhance re-vegetation. The material is furnished in rolled strips, November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 12 Geotextiles and Mats EC-7 which must be secured with U-shaped staples or stakes in accordance with manufacturers' recommendations. Site Preparation • Proper soil preparation is essential to ensure complete contact of the RECP with the soil. Soil Roughening is not recommended in areas where RECPs will be installed. • Grade and shape the area of installation. • Remove all rocks, clods, vegetation or other obstructions so that the installed blankets or mats will have complete, direct contact with the soil. • Prepare seedbed by loosening 2 to 3 in. of topsoil. Seeding/Planting Seed the area before blanket installation for erosion control and re-vegetation. Seeding after mat installation is often specified for turf reinforcement application. When seeding prior to blanket installation, all areas disturbed during blanket installation must be re-seeded. Where soil filling is specified for turf reinforcement mats (TRMs), seed the matting and the entire disturbed area after installation and prior to filling the mat with soil. Fertilize and seed in accordance with seeding specifications or other types oflandscaping plans. The protective matting 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 shall be installed as required by the manufacturer. Laying and Securing Matting • Before laying the matting, all check slots should be installed and the seedbed should be friable, made 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 should be capable of handling full rolls of fabric and laying the fabric smoothly without wrinkles or folds. The equipment should meet the fabric manufacturer's recommendations or equivalent standards. Anchoring • U -shaped wire staples, metal geotextile stake pins, or triangular wooden stakes can be used to anchor mats and blankets to the ground surface. • Wire staples should be made of minimum 11 gauge steel wire and should be U-shaped with 8 in. legs and 2 in. crown. • Metal stake pins should be 0.188 in. diameter steel with a 1.5 in. steel washer at the head of the pin, and 8 in. in length. • Wire staples and metal stakes should be driven flush to the soil surface. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 12 Geotextiles and Mats EC-7 Installation on Slopes Installation should be in accordance with the manufacturer's recommendations. In general, these will be as follows: • Begin at the top of the slope and anchor the blanket in a 6 in. deep by 6 in. wide trench. Backfill trench and tamp earth firmly. • Unroll blanket down slope in the direction of water flow. • Overlap the edges of adjacent parallel rolls 2 to 3 in. and staple every 3ft (or greater, per manufacturer's specifications). • When blankets must be spliced, place blankets end over end (shingle style) with 6 in. overlap. Staple through overlapped area, approximately 12 in. apart. • Lay blankets loosely and maintain direct contact with the soil. Do not stretch. • Staple blankets sufficiently to anchor blanket and maintain contact with the soil. Staples should be placed down the center and staggered with the staples placed along the edges. Steep slopes, 1:1 (H:V) to 2:1 (H:V), require a minimum of 2 staplesjyd2• Moderate slopes, 2:1 (H:V) to 3:1 (H:V), require a minimum of 1lf2 staplesjyd2• Check manufacturer's specifications to determine if a higher density staple pattern is required. Installation in Channels Installation should be in accordance with the manufacturer's recommendations. In general, these will be as follows: • Dig initial anchor trench 12 in. deep and 6 in. wide across the channel at the lower end of the project area. • Excavate intermittent 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 in. deep and 4 in. wide along each side of the installation 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 the center of the channel, place the initial end of the first roll in the anchor trench and secure with fastening devices at 12 in. intervals. Note: matting will initially be upside down in anchor trench. • In the same manner, position adjacent rolls in anchor trench, overlapping the preceding roll a minimum of 3 in. • Secure these initial ends of mats with anchors at 12 in. intervals, backfill and compact soil. • Unroll center strip of matting upstream. Stop at next check slot or terminal anchor trench. Unroll adjacent mats upstream in similar fashion, maintaining a 3 in. overlap. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 7 of 12 Geotextiles and Mats EC-7 • Fold and secure all rolls of matting snugly into all transverse check slots. Lay mat in the bottom of the slot then fold back against itself. Anchor through both layers of mat at 12 in. intervals, then backfill and compact soil. Continue rolling all mat widths upstream to the next check slot or terminal anchor trench. • Alternate method for non-critical installations: Place two rows of anchors on 6 in. centers at 25 to 30 ft. intervals in lieu of excavated check slots. • Staple shingled lap spliced ends a minimum of 12 in. apart on 12 in. intervals. • Place edges of outside mats in previously excavated longitudinal slots; anchor using prescribed staple pattern, backfill, and compact soil. • Anchor, fill, and compact upstream end of mat in a 12 in. by 6 in. terminal trench. • Secure mat to ground surface using U-shaped wire staples, geotextile pins, or wooden stakes. • Seed and fill turf reinforcement matting with soil, if specified. Soil Filling (if specified for turf reinforcement mat (TRM)) Installation should be in accordance with the manufacturer's recommendations. Typical installation guidelines are as follows: • After seeding, spread and lightly rake 112-3/4 inches of fine topsoil into the TRM apertures to completely fill TRM thickness. Use backside of rake or other flat implement. • Alternatively, if allowed by product specifications, spread topsoil using lightweight loader, backhoe, or other power equipment. Avoid sharp turns with equipment. • Always consult the manufacturer's recommendations for installation. • Do not drive tracked or heavy equipment over mat. • Avoid any traffic over matting ifloose or wet soil conditions exist. • Use shovels, rakes, or brooms for fine grading and touch up. • Smooth out soil filling just exposing top netting of mat. Temporary Soil Stabilization Removal • Temporary soil stabilization removed from the site of the work must be disposed of if necessary. Costs Installed costs can be relatively high compared to other BMPs. Approximate costs for installed materials are shown below: November 2009 California Stormwater BMP Handbook Construction www .casqa .org 8 of 12 Geotextiles and Mats EC-7 Rolled Erosion Control Products Installed Cost per Estimated Cost Acre (2000)1 per Acre (2009)2 Jute Mesh $6,000-$7,000 $6,600-$7,700 Curled Wood Fiber $8,000-$10,500 $8,8oo-$n,o5o Straw $8,000-$10,500 $8,8oo-$n,o5o Biodegradable Wood Fiber $8,000-$10,500 $8,8oo-$u,o5o Coconut Fiber $13,000-$14,000 $14,300-$15,400 Coconut Fiber Mesh $30,000-$33,000 $33,000-$36,300 Straw Coconut Fiber $10,000-$12,000 $11,000-$13,200 Plastic Netting $2,000-$2,200 $2,200-$2,220 Plastic Mesh $3,000-$3,500 $3,300-$3,850 Non-Biodegradable Synthetic Fiber with Netting $34,000-$40,000 $37,400-$44,000 Bonded Synthetic Fibers $45,ooo-$55,ooo $49,500-$60,500 Combination with Biodegradable $30,000-$36,000 $33,000-$39,600 1. Source: Erosion Control Pilot Study Report, Cal trans, June 2000. 2. 2009 costs reflect a 10% escalation over year 2000 costs. Escalation based on informal survey of industry trends. Note: Expected cost increase is offset by competitive economic conditions. Inspection and Maintenance • RECPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Areas where erosion is evident shall be repaired and BMPs reapplied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require reapplication of BMPs. • If washout or breakage occurs, re-install the material after repairing the damage to the slope or channel. • Make sure matting is uniformly in contact with the soil. • Check that all the lap joints are secure. • Check that staples are flush with the ground. References Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005 Erosion Control Pilot Study Report, State of California Department of Transportation (Caltrans), June 2000. Guides for Erosion and Sediment Controls in California, USDA Soils Conservation Service, January 1991. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 9 of 12 Geotextiles and Mats EC-7 National Management Measures to Control Nonpoint Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002!. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Guidance Document: Soil Stabilization for Temporary Slopes, State of California Department of Transportation (Caltrans), November 1999. Storm water Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for The Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 10 of 12 Geotextiles and Mats EC-7 I, I, ' 11 1 lr "I It ''I 1 l1 \ H·rl I .[I II Ji •' I -.IIIII II< I -)(i I" Ill l<tll···l '/I 'I It< I ill I -'If -Y ,j <WI I .1 . 'I,, r, urr1, "if l -'t- '''vr-'f -lt'r -lt'r -lt'r ,. II I" I ·r i' -,,, II/ I I' I u' .. --:; I 'u' -\.. ,. g''-I •'-\ --( ~·-/• I-,, --. 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' I I' " I ', II< I <i iid •lf•l,. tvl•rl l<i•IIJI•·I 11<111 li•lv<' '1""'1 ,•lfl • <>IJI>i< ' 1•1, l<i<IIJI ··I, ],., ,••ly •lli•l .l•rl >' 111 ,[,q,Jr> t, lil<lllli<llll ,] II , .. , I I "I d' /I I w I 111 ill' ' "II I ill I I, " ' It I ·I ' II Trl'l( '\I Ill .T/\11 i\ll(liJ lll IAil November 2009 California Stormwater BMP Handbook Construction www.casqa .org 11 of 12 Geotextiles and Mats EC-7 ...... llli ii'L 1 ~IAIIIIII Allil-1111-I~FIJi II I Lf-'Mlll AL '.L I ll'l All II I II !\IIIII I Alii HI 1[' lf.-'[111 II I IT Ill 'I ' II ' ' ' II t" I. lid•·( •;•II -\\ \ \1'1 -lii \ I \ _.. ~. \I \ \' \1''' . I ·' \1 I ( -./ -u ~ \ \1. ,,. ' - ' r--- \1 l .- \1' '- '' '•' \1. ) u . J '/ / I J f, w, 1/ I •I ' ' ,·: ''} ,IJt--,11 II Jr VII W Ill '' llllli'Mlllllll I ljll I ',Uil I I I Jlr I II I 1 J,,.., I .1 .. 1, J, I•<-' '"II .lrr1' 1 ~-,1 I""' 111•111111 I• illll'c'l ·I" 1 ill• •111"11 ',f,Jilli'l "I -,llll>ll il'l f•IV"ill l"'l Ill 11111f11< !111,_.,1 ['~' ill• ,lfl,ll, ., l11 .1•111 1"'1 111•1111111< 1111<'1. I''' "illlll>'lii-Jrili"l-1, November 2009 California Stormwater BMP Handbook Construction www.casqa.org 12 of 12 Wood Mulching Description and Purpose Wood mulching consists of applying a mixture of shredded wood mulch, bark or compost to disturbed soils. The primary function of wood mulching is to reduce erosion by protecting bare soil from rainfall impact, increasing infiltration, and reducing runoff. Suitable Applications Wood mulching is suitable for disturbed soil areas requiring temporary protection until permanent stabilization is established. Limitations • Not suitable for use on slopes steeper than 3:1 (H:V). Best suited to flat areas or gentle slopes or 5:1 (H:V) or flatter. • Wood mulch and compost may introduce unwanted species. • Not suitable for areas exposed to concentrated flows. • May need to be removed prior to further earthwork. I m pi em entation Mulch Selection There are many types of mulches. Selection of the appropriate type of mulch should be based on the type of application, site conditions, and compatibility with planned or future uses. Application Procedures Prior to application, after existing vegetation has been November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-8 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-3 Hydraulic Mulch EC-4 Hydroseeding EC-5 Soil Binders EC-6 Straw Mulch EC-7 Geotextiles and Mats ~ ~ CASQA (" AUI'ORNIA SlOIIMIVAlER 1 of 3 Wood Mulching EC-8 removed, roughen embankment and fill areas by rolling with a device such as a punching type roller or by track walking. The construction application procedures for mulches vary significantly depending upon the type of mulching method specified. Two methods are highlighted here: • Green Material: This type of mulch is produced by the recycling of vegetation trimmings such as grass, shredded shrubs, and trees. Methods of application are generally by hand although pneumatic methods are available. Green material can be used as a temporary ground cover with or without seeding. The green material should be evenly distributed on site to a depth of not more than 2 in. • Shredded Wood: Suitable for ground cover in ornamental or revegetated plantings. Shredded wood/bark is conditionally suitable. See note under limitations. Distribute by hand or use pneumatic methods. Evenly distribute the mulch across the soil surface to a depth of 2 to 3 in. • Avoid mulch placement onto roads, sidewalks, drainage channels, existing vegetation, etc. Costs Average annual cost for installation and maintenance (3-4 months useful life) is around $4,000 per acre, but cost can increase if the source is not close to the project site. 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 intervals during the non-rainy season. • Areas where erosion is evident shall be repaired and BMPs reapplied as soon as possible. Care should be exercised to minimize the damage to protected areas while making repairs, as any area damaged will require reapplication of BMPs. • Regardless of the mulching technique selected, the key consideration in inspection and maintenance is that the mulch needs to last long enough to achieve erosion control objectives. If the mulch is applied as a stand alone erosion control method over disturbed areas (without seed), it should last the length oftime the site will remain barren or until final re-grading and revegetation. • Where vegetation is not the ultimate cover, such as ornamental and landscape applications of bark or wood chips, inspection and maintenance should focus on longevity and integrity of the mulch. • Reapply mulch when bare earth becomes visible. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Wood Mulching EC-8 References Controlling Erosion of Construction Sites Agriculture Information Bulletin #347, U.S. Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS) (formerly Soil Conservation Service -SCS). Guides for Erosion and Sediment Control in California, USDA Soils Conservation Service, January 1991. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Proposed Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Waters, Work Group Working Paper, USEPA, April1992. Sedimentation and Erosion Control, An Inventory of Current Practices Draft, U.S. EPA, April 1990. Soil Erosion by Water Agricultural Information Bulletin #513, U.S. Department of Agriculture, Soil Conservation Service. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Earth Dikes and Drainage Swales EC-9 Description and Purpose An earth dike is a temporary berm or ridge of compacted soil used to divert runoff or channel water to a desired location. A drainage swale is a shaped and sloped depression in the soil surface used to convey runoff to a desired location. Earth dikes and drainage swales are used to divert off site runoff around the construction site, divert runoff from stabilized areas and disturbed areas, and direct runoff into sediment basins or traps. Suitable Applications Earth dikes and drainage swales are suitable for use, individually or together, where runoff needs to be diverted from one area and conveyed to another. • Earth dikes and drainage swales may be used: To convey surface runoff down sloping land To intercept and divert runoff to avoid sheet flow over sloped surfaces To divert and direct runoff towards a stabilized watercourse, drainage pipe or channel To intercept runoff from paved surfaces Below steep grades where runoff begins to concentrate Along roadways and facility improvements subject to flood drainage November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC SE TC WE NS Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Management and WM Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ CASQA CAllfORNlA STORMWXrfR 1 of 7 Earth Dikes and Drainage Swales EC-9 At the top of slopes to divert runon from adjacent or undisturbed slopes At bottom and mid slope locations to intercept sheet flow and convey concentrated flows Divert sediment laden runoff into sediment basins or traps Limitations Dikes should not be used for drainage areas greater than 10 acres or along slopes greater than 10 percent. For larger areas more permanent drainage structures should be built. All drainage structures should be built in compliance with local municipal requirements. • Earth dikes may create more disturbed area on site and become barriers to construction equipment. • Earth dikes must be stabilized immediately, which adds cost and maintenance concerns. • Diverted stormwater may cause downstream flood damage. • Dikes should not be constructed of soils that may be easily eroded. • Regrading the site to remove the dike may add additional cost. • Temporary drains and swales or any other diversion of runoff should not adversely impact upstream or downstream properties. • Temporary drains and swales must conform to local floodplain management requirements. • Earth dikes/drainage swales are not suitable as sediment trapping devices. • It may be necessary to use other soil stabilization and sediment controls such as check dams, plastics, and blankets, to prevent scour and erosion in newly graded dikes, swales, and ditches. • Sediment accumulation, scour depressions, and/or persistent non-stormwater discharges can result in areas of standing water suitable for mosquito production in drainage swales. Implementation The temporary earth dike is a berm or ridge of compacted soil, located in such a manner as to divert storm water to a sediment trapping device or a stabilized outlet, thereby reducing the potential for erosion and offsite sedimentation. Earth dikes can also be used to divert runoff 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 runoff 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 during cut and fill operations should be protected from erosion by runoff. A combination of a temporary drainage swale and an earth dike at the top of a slope can divert November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 7 Earth Dikes and Drainage Swales EC-9 runoff to a location where it can be brought to the bottom of the slope (see EC-11, Slope Drains). A combination dike and swale is easily constructed by a single pass of a bulldozer or grader and 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, increasing its velocity and erosive force. Thus, the flow out of the drain or swale must be directed onto a stabilized area or into a grade stabilization structure. If significant erosion will 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 velocities. • Select flow velocity based on careful evaluation of the risks due to erosion of the measure, soil types, overtopping, flow backups, washout, and drainage flow patterns for each project site. • Compact any fills to prevent unequal settlement. • Do not divert runoff onto other property without securing written authorization from the property owner. • When possible, install and utilize permanent dikes, swales, and ditches early in the construction process. • Provide stabilized outlets. Earth Dikes Temporary earth dikes are a practical, inexpensive BMP used to divert stormwater runoff. Temporary 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 an outlet. • All dikes should have 2:1 or flatter side slopes, 18 in. minimum height, and a minimum top width of 24 in. Wide top widths and flat slopes are usually needed at crossings for construction traffic. • The outlet from the earth dike must function with a minimum of erosion. Runoff should be conveyed to a sediment trapping device such as a Sediment Trap (SE-3) or Sediment Basin November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 7 Earth Dikes and Drainage Swales EC-9 (SE-2) when either the dike channel or the drainage area above the dike are not adequately stabilized. • Temporary stabilization may be 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, stabilization of the earth dike should be completed immediately after construction or prior to the first rain. • If rip rap is used to stabilize the channel formed along the toe of the dike, the following typical specifications apply: Channel Grade Riprap Stabilization 0.5-1.0% 4 in. Rock 1.1-2.0% 6 in. Rock 2.1-4.0% 8 in. Rock 4.1-s.o% 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 Drainage swales are only effective if they are properly installed. Swales are more effective than dikes because they tend to be more stable. The combination of a swale with a dike on the downhill side is the most cost effective diversion. Standard engineering design criteria for small open channel and closed conveyance systems should be used (see the local drainage 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 temporary 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 1 percent, but not more than 15 percent. • The swale must not be overtopped by the peak discharge from a 10-year storm, irrespective of the design criteria stated above. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 7 Earth Dikes and Drainage Swales EC-9 • Remove all trees, stumps, obstructions, and other objectionable material from the swale when it is built. • Compact any fill material along the path of the swale. • Stabilize all swales immediately. Seed and mulch swales at a slope ofless 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) may provide immediate stabilization. • Irrigation may be required to establish sufficient vegetation to prevent erosion. • Do not operate construction vehicles across a swale unless a stabilized crossing is provided. • Permanent drainage facilities 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 patterns and capacities. • Construct the drainage swale with a positive grade to a stabilized outlet. • Provide erosion protection or energy dissipation measures if the flow out of the drainage swale can reach an erosive velocity. Costs • Cost ranges from $15 to $55 per ft for both earthwork and stabilization and depends on availability of material, site location, and access. • Small dikes: $2.50 -$6.50/linear ft; Large dikes: $2.50/yd3. • The cost of a drainage swale increases with drainage area and slope. Typical swales for controlling internal 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 intervals during the non-rainy season. • 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 stabilizers as needed. • Inspect channel linings, embankments, and beds of ditches and berms for erosion and accumulation of debris and sediment. Remove debris and sediment and repair linings and embankments as needed. • Temporary conveyances should be completely removed as soon as the surrounding drainage area has been stabilized or at the completion of construction November 2009 California Stormwater BMP Handbook Construction www .casqa .org 5 of 7 Earth Dikes and Drainage Swales EC-9 References Erosion and Sediment Control Handbook, S.J. Goldman, K. Jackson, T.A. Bursetynsky, P.E., McGraw Hill Book Company, 1986. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Metzger, M.E. 2004. Managing mosquitoes in stormwater treatment devices. University of California Division of Agriculture and Natural Resources, Publication 8125. On-line: http:/ j anrcatalog.ucdavis.edujpdfj8125.pdf National Association of Home Builders (NAHB). Storm water Runoff & Non point Source Pollution Control Guide for Builders and Developers. National Association of Home Builders, Washington, D.C., 1995 National Management Measures to Control Non point Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002. Southeastern Wisconsin Regional Planning Commission (SWRPC). Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical Report No. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. 1991 Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 7 Earth Dikes and Drainage Swales 'ill, November 2009 .1.11 <til 111·1 , , , ·r. Wli~--'11 II• r I '<I \ \· 'N "\ I I I II ! l • <1 Jl,rll 'I I I I '[1 ;\ l I H · \I I 1/, t ,I I ,WJ\1 I I jl II ill ,I 'd I I I ( I rf .l,rl•lll 111 1 • ', '·1. wl • 11 1r• ···I· ·I IIIJ ,,,, I, I l1ll 1 11111 11'111 <I I I 1lr 11 ' il ' 11 111 Ill• I li l 'lt f\1 I Al'fl l L)ll I Ill I [1 ',I All California Stormwater BMP Handbook Construction www.casqa.org EC-9 .illj< 7 of 7 Velocity Dissipation Devices Description and Purpose Outlet protection is a physical device composed of rock, grouted riprap, or concrete rubble, which is placed at the outlet of a pipe or channel to prevent scour of the soil caused by concentrated, high velocity flows. Suitable Applications Whenever discharge velocities and energies at the outlets of culverts, conduits, or channels are sufficient to erode the next downstream reach. This includes temporary diversion structures to divert runon during construction. • These devices may be used at the following locations: Outlets of pipes, drains, culverts, slope drains, diversion ditches, swales, conduits, or channels. Outlets located at the bottom of mild to steep slopes. Discharge outlets that carry continuous flows of water. Outlets subject to short, intense flows of water, such as flash floods. Points where lined conveyances discharge to unlined conveyances Limitations • Large storms or high flows can wash away the rock outlet protection and leave the area susceptible to erosion. November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-1 0 Categories EC SE TC WE NS Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Management and WM Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ CASQA CAUHIRNIA STORMWATFR 1 of 5 Velocity Dissipation Devices EC-1 0 • Sediment captured by the rock outlet protection may be difficult to remove without removing the rock. • Outlet protection may negatively impact the channel habitat. • Grouted riprap may break up in areas of freeze and thaw. • If there is not adequate drainage, and water builds up behind grouted riprap, it may cause the grouted riprap to break up due to the resulting hydrostatic pressure. • Sediment accumulation, scour depressions, and/or persistent non-stormwater discharges can result in areas of standing water suitable for mosquito production in velocity dissipation devices. Implementation General Outlet protection is needed where discharge velocities and energies at the outlets of culverts, conduits or channels are sufficient to erode the immediate downstream reach. This practice protects the outlet from developing small eroded pools (plange pools), and protects against gully erosion resulting from scouring at a culvert mouth. Design and Layout As with most channel design projects, depth of flow, roughness, gradient, side slopes, discharge rate, and velocity should be considered in the outlet design. Compliance to local and state regulations should also be considered while working in environmentally sensitive streambeds. General recommendations for rock size and length of outlet protection mat are shown in the rock outlet protection figure in this BMP and should be considered minimums. The apron length and rock size gradation are determined using a combination of the discharge pipe diameter and estimate discharge rate: Select the longest apron length and largest rock size suggested by the pipe size and discharge rate. Where flows are conveyed in open channels such as ditches and swales, use the estimated discharge rate for selecting the apron length and rock size. Flows should be same as the culvert or channel design flow but never the less than the peak 5 year flow for temporary structures planned for one rainy season, or the 10 year peak flow for temporary structures planned for two or three rainy seasons. • There are many types of energy dissipaters, with rock being the one that is represented in the attached figure. • Best results are obtained when sound, durable, and angular rock is used. • Install riprap, grouted riprap, or concrete apron at selected outlet. Riprap aprons are best suited for temporary use during construction. Grouted or wired tied rock riprap can minimize maintenance requirements. • Rock outlet protection is usually less expensive and easier to install than concrete aprons or energy dissipaters. It also serves to trap sediment and reduce flow velocities. • Carefully place riprap to avoid damaging the filter fabric. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 5 Velocity Dissipation Devices EC-1 0 Stone 4 in. to 6 in. may be carefully dumped onto filter fabric from a height not to exceed 12 in. Stone 8 in. to 12 in. must be hand placed onto filter fabric, or the filter fabric may be covered with 4 in. of gravel and the 8 in. to 12 in. rock may be dumped from a height not to exceed 16 in. Stone greater than 12 in. shall only be dumped onto filter fabric protected with a layer of gravel with a thickness equal to one half the D5o rock size, and the dump height limited to twice the depth of the gravel protection layer thickness. • For proper operation of apron: Align apron with receiving stream and keep straight throughout its length. If a curve is needed to fit site conditions, place it in upper section of apron. • Outlets on slopes steeper than 10 percent should have additional protection. Costs Costs are low if material is readily available. If material is imported, costs will be higher. Average installed cost is $150 per device. 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 intervals during the non-rainy season. • Inspect BMPs subjected to non-stormwater discharges daily while non-stormwater discharges occur. Minimize areas of standing water by removing sediment blockages and filling scour depressions. • Inspect apron for displacement of the riprap and damage to the underlying fabric. Repair fabric and replace riprap that has washed away. If riprap continues to wash away, consider using larger material. • Inspect for scour beneath the riprap and around the outlet. Repair damage to slopes or underlying filter fabric immediately. • Temporary devices should be completely removed as soon as the surrounding drainage area has been stabilized or at the completion of construction. References County of Sacramento Improvement Standards, Sacramento County, May 1989. Erosion and Sediment Control Handbook, S.J. Goldman, K. Jackson, T.A. Bursztynsky, P.E., McGraw Hill Book Company, 1986. Handbook of Steel Drainage & Highway Construction, American Iron and Steel Institute, 1983. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 5 Velocity Dissipation Devices EC-1 0 Metzger, M.E. 2004. Managing mosquitoes in stormwater treatment devices. University of California Division of Agriculture and Natural Resources, Publication 8125. On-line: http:// anrcatalog.ucdavis.edujpdfj8125.pdf Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, state of California Department ofTransportation (Caltrans), November 2000. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 4 of 5 Velocity Dissipation Devices EC-1 0 II I 'I /\I I VIFW I' 1, I I I I ill I Ft)•~ "'tl),~t t., w,·ll {I,_. Iii\' <I I II { IIIII '"I I •', Ill I ," 'I" J I I I[ I '' ' I I I I I '~I I ' I' ~ { I I I[ ' I i I II • I ' ·I II II • ~ t ' ·I .l I Ill 1[ I /\ £\ Pipe Diameter Discharge Apron Length, La inches ft3/s ft 5 10 12 10 13 10 10 20 16 18 30 23 40 26 30 16 40 26 24 so 26 60 30 For larger or higher flows consult a Registered Civil Engineer Source: USDA-SCS November 2009 California Stormwater BMP Handbook Construction www.casqa.org l I! II I J, t Rip Rap Dso Diameter Min inches 4 6 6 8 12 16 8 8 12 16 5 of 5 Soil Preparation/Roughening Description and Purpose Soil Preparation/Roughening involves assessment and preparation of surface soils for BMP installation. This can include soil testing (for seed base, soil characteristics, or nutrients), as well as roughening surface soils by mechanical methods (including sheepsfoot rolling, track walking, scarifying, stair stepping, and imprinting) to prepare soil for additional BMPs, or to break up sheet flow. Soil Preparation can also involve tilling topsoil to prepare a seed bed and/ or incorporation of soil amendments, to enhance vegetative establishment. Suitable Applications Soil preparation: Soil preparation is essential to proper vegetative establishment. In particular, soil preparation (i.e. tilling, raking, and amendment) is suitable for use in combination with any soil stabilization method, including RECPs or sod. Soil preparation should not be confused with roughening. Roughening: Soil roughening is generally referred to as track walking (sometimes called imprinting) a slope, where treads from heavy equipment run parallel to the contours of the slope and act as mini terraces. Soil preparation is most effective when used in combination with erosion controls. Soil Roughening is suitable for use as a complementary process for controlling erosion on a site. Roughening is not intended to be used as a stand-alone BMP, and should be used with perimeter controls, additional erosion control measures, grade breaks, and vegetative establishment for maximum effectiveness. Roughening is intended to only affect surface soils and should not compromise slope stability or overall compaction. Suitable applications for soil roughening include: November 2009 California Stormwater BMP Handbook Construction www.casqa.org EC-15 Categories EC Erosion Control 0 SE Sediment Control ~ TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment 0 Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-3 Hydraulic Mulch EC-5 Soil Binders EC-7 Geotextiles and Mats ~ CASQA 1 of 4 Soil Preparation/Roughening EC-15 • Along any disturbed slopes, including temporary stockpiles, sediment basins, or compacted soil diversion berms and swales. • Roughening should be used in combination with hydraulically applied stabilization methods, compost blanket, or straw mulch; but should not be used in combination with RECPs or sod because roughening is intended to leave terraces on the slope. Limitations • Preparation and roughening must take place prior to installing other erosion controls (such as hydraulically applied stabilizers) or sediment controls (such as fiber rolls) on the faces of slopes. • In such cases where slope preparation is minimal, erosion control/revegetation BMPs that do not require extensive soil preparation -such as hydraulic mulching and seeding applications -should be employed. • Consideration should be given to the type of erosion control BMP that follows surface preparation, as some BMPs are not designed to be installed over various types of tillage/roughening, i.e., RECPs (erosion control blankets) should not be used with soil roughening due to a "bridging" effect, which suspends the blanket above the seed bed. • Surface roughness has an effect on the amount of mulch material that needs to be applied, which shows up as a general increase in mulch material due to an increase in surface area (Topographic Index -see EC-3 Hydraulic Mulching). Implementation • Additional guidance on the comparison and selection of temporary slope stabilization methods is provided in Appendix F of the Handbook. General A roughened surface can significantly reduce erosion. Based on tests done at the San Diego State Erosion Research Laboratory, various roughening techniques on slopes can result in a 12 - 76% reduction in the erosion rate versus smooth slopes. Materials Minimal materials are required unless amendments and/ or seed are added to the soil. The majority of soil roughening/preparation can be done with equipment that is on hand at a normal construction site, such as bull dozers and compaction equipment. Installation Guidelines Soil Preparation • Where appropriate or feasible, soil should be prepared to receive the seed by disking or otherwise scarifying the surface to eliminate crust, improve air and water infiltration and create a more favorable environment for germination and growth. • Based upon soil testing conducted, apply additional soil amendments (e.g. fertilizers, additional seed) to the soil to help with germination. Follow EC-4, Hydroseeding, when selecting and applying seed and fertilizers. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Soil Preparation/Roughening EC-15 Cut Slope Roughening: • Stair-step grade or groove the cut slopes that are steeper than 3:1. • Use stair-step grading on any erodible material soft enough to be ripped with a bulldozer. Slopes consisting of soft rock with some subsoil are particularly suited to stair-step grading. • Make the vertical cut distance less than the horizontal distance, and slightly slope the horizontal position of the "step" in toward the vertical wall. • Do not make individual vertical cuts more than 2 feet (o.6 m) high in soft materials or more than 3 feet (o.g m) high in rocky materials. • Groove the slope using machinery to create a series of ridges and depressions that run across the slope, on the contour. Fill Slope Roughening: • Place on fill slopes with a gradient steeper than 3:1 in lifts not to exceed 8 inches ( 0.2 m), and make sure each lift is properly compacted. • Ensure that the face of the slope consists of loose, uncompacted fil14-6 inches (o.1-0.2 m) deep. • Use grooving or tracking to roughen the face of the slopes, if necessary. • Do not blade or scrape the final slope face. Roughening for Slopes to be Mowed: • Slopes which require mowing activities should not be steeper than 3:1. • Roughen these areas to shallow grooves by track walking, scarifying, sheepsfoot rolling, or imprinting. • Make grooves close together (less than 10 inches), and not less than 1 inch deep, and perpendicular to the direction of runoff (i.e., parallel to the slope contours). • Excessive roughness is undesirable where mowing is planned. Roughening With Tracked Machinery: • Limit roughening with tracked machinery to soils with a sandy textural component to avoid undue compaction of the soil surface. • Operate tracked machinery up and down the slope to leave horizontal depressions in the soil. Do not back-blade during the final grading operation. • Seed and mulch roughened areas as soon as possible to obtain optimum seed germination and growth. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 4 Soil Preparation/Roughening EC-15 Costs Costs are based on the additional labor of tracking or preparation of the slope plus the cost of any required soil amendment materials. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Check the seeded slopes for signs of erosion such as rills and gullies. Fill these areas slightly above the original grade, then reseed and mulch as soon as possible. • Inspect BMPs weekly during normal operations, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. References Soil Stabilization BMP Research for Erosion and Sediment Controls: Cost Survey Technical Memorandum, State of California Department ofTransportation (Caltrans), July 2007. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 4 Silt Fence Description and Purpose A silt fence is made of a woven geotextile 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. Suitable Applications Silt fences are suitable for perimeter control, placed below areas where sheet flows discharge from the site. They could also be used as interior controls below disturbed areas where runoff may occur in the form of sheet and rill erosion and around inlets within disturbed areas (SE-10). Silt fences are generally ineffective in locations where the flow is concentrated and are only applicable for sheet or overland flows. Silt fences are most effective when used in combination 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. • Around inlets. • Below other small cleared areas. November 2009 California Stormwater BMP Handbook Construction www.casqa.org SE-1 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control Waste Management and WM Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-5 Fiber Rolls SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-1 0 Storm Drain Inlet Protection SE-14 Biofilter Bags ~ CASQA 1 of 8 Silt Fence SE-1 Limitations • Do not use in streams, channels, drain inlets, or anywhere flow is concentrated. • Do not use in locations where ponded water may cause a flooding hazard. Runoff typically ponds temporarily on the upstream side of silt fence. • Do not use silt fence to divert water flows or place across any contour line. Fences not constructed on a level contour, or fences used to divert flow will concentrate flows resulting in additional erosion and possibly overtopping or failure of the silt fence. • Improperly installed fences are subject to failure from undercutting, overtopping, or collapsing. • Not effective unless trenched and keyed in. • Not intended for use as mid-slope protection on slopes greater than 4:1 (H:V). • Do not use on slopes subject to creeping, slumping, or landslides. Implementation General A silt fence is a temporary sediment barrier consisting of woven geotextile stretched across and attached to supporting posts, trenched-in, and, depending upon the strength of fabric used, supported with plastic or wire mesh fence. Silt fences trap sediment by intercepting and detaining small amounts of sediment-laden runoff from disturbed areas in order to promote sedimentation behind the fence. The following layout and installation guidance can improve performance and should be followed: • Use principally in areas where sheet flow occurs. • Install along a level contour, so water does not pond more than 1.5 ft at any point along the silt fence. • The maximum length of slope draining to any point along the silt fence should be 200 ft or less. • The maximum slope perpendicular to the fence line should be 1:1. • Provide sufficient room for runoff to pond behind the fence and to allow sediment removal equipment to pass between the silt fence and toes of slopes or other obstructions. About 1200 ft2 of ponding area should be provided for every acre draining to the fence. • Turn the ends of the filter fence uphill to prevent storm water from flowing around the fence. • Leave an undisturbed or stabilized area immediately down slope from the fence where feasible. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 2 of 8 Silt Fence SE-1 • Silt fences should remain in place until the disturbed area is permanently stabilized, after which, the silt fence should be removed and properly disposed. • Silt fence should be used in combination with erosion source controls up slope in order to provide the most effective sediment control. • Be aware of local regulations regarding the type and installation requirements of silt fence, which may differ from those presented in this fact sheet. Design and Layout 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 application (as recommended by the fabric manufacturer). Woven geotextile material should contain ultraviolet inhibitors and stabilizers to provide a minimum of six 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 install additional protection immediately adjacent to the bottom of the slope, prior to installing silt fence. Additional protection may be a chain link fence or a cable fence. • For slopes adjacent to sensitive receiving waters or Environmentally Sensitive Areas (ESAs), silt fence should be used in conjunction with erosion control BMPs. Standard vs. Heavy Duty Silt Fence Standard Silt Fence • Generally applicable in cases where the slope of area draining to the silt fence is 4:1 (H:V) or less. • Used for shorter durations, typically 5 months or less • Area draining to fence produces moderate sediment loads. Heavy Duty Silt Fence • Use is generally limited to 8 months or less. • Area draining to fence produces moderate sediment loads. • Heavy duty silt fence usually has 1 or more of the following characteristics, not possessed by standard silt fence. o Fence fabric has higher tensile strength. o Fabric is reinforced with wire backing or additional support. o Posts are spaced closer than pre-manufactured, standard silt fence products. o Posts are metal (steel or aluminum) Materials Standard Silt Fence • Silt fence material should be woven geotextile with a minimum width of 36 in. and a minimum tensile strength of 100 lb force. The fabric should conform to the requirements in ASTM designation D4632 and should have an integral reinforcement layer. The November 2009 California Stormwater BMP Handbook Construction www .casqa .org 3 of 8 Silt Fence SE-1 reinforcement layer should be a polypropylene, or equivalent, net provided by the manufacturer. The permittivity of the fabric should be between 0.1 sec-1 and 0.15 sec-1 in conformance with the requirements in ASTM designation D4491. • Wood stakes should be commercial quality lumber of the size and shape shown on the plans. Each stake should be free from decay, splits or cracks longer than the thickness of the stake or other defects that would weaken the stakes and cause the stakes to be structurally unsuitable. • Staples used to fasten the fence fabric to the stakes should be not less than 1. 75 in. 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 of fence should be 9 gauge or heavier wire. Galvanizing of the fastening wire will not be required. Heayy-Duty Silt Fence • Some silt fence has a wire backing to provide additional support, and there are products that may use prefabricated plastic holders for the silt fence and use metal posts or bar reinforcement instead of wood stakes. If bar reinforcement is used in lieu of wood stakes, use number four or greater bar. Provide end protection for any exposed bar reinforcement for health and safety purposes. Installation Guidelines -Traditional Method Silt fences are to be constructed on a level contour. Sufficient area should exist behind the fence for ponding to occur without flooding or overtopping the fence. • A trench should be excavated approximately 6 in. wide and 6 in. deep along the line of the proposed silt fence (trenches should not be excavated wider or deeper than necessary for proper silt fence installation). • Bottom of the silt 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 geotextile 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. • When extra-strength geotextile and closer post spacing are used, the mesh support fence may be eliminated. • Woven geotextile should be purchased in a long roll, then cut to the length of the barrier. When joints are necessary, geotextile should be spliced together only at a support post, with a minimum 6 in. overlap and both ends securely fastened to the post. • The trench should be backfilled with native material and compacted. • Construct silt fences with a setback of at least 3 ft from the toe of a slope. Where, due to specific site conditions, a 3 ft setback is not available, the silt fence may be constructed at the November 2009 California Stormwater BMP Handbook Construction www .casqa .org 4 of 8 Silt Fence SE-1 toe of the slope, but should be constructed as far from the toe of the slope as practicable. Silt fences close to the toe of the slope will be less effective and more difficult to maintain. • 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 soo ft. • Cross barriers should be a minimum of 1/3 and a maximum of lf2 the height of the linear barrier. • See typical installation details at the end of this fact sheet. Installation Guidelines -Static Slicing Method • Static Slicing is defined as insertion of a narrow blade pulled behind a tractor, similar to a plow blade, at least 10 inches into the soil while at the same time pulling silt geotextile fabric into the ground through the opening created by the blade to the depth of the blade. Once the gerotextile is installed, the soil is compacted using tractor tires. • This method will not work with pre-fabricated, wire backed silt fence. • Benefits: o Ease of installation (most often done with a 2 person crew). In addition, installation using static slicing has been found to be more efficient on slopes, in rocky soils, and in saturated soils. Costs o Minimal soil disturbance. o Greater level of compaction along fence, leading to higher performance (i.e. greater sediment retention). o Uniform installation. o Less susceptible to undercutting/undermining. • It should be noted that costs vary greatly across regions due to available supplies and labor costs. • Average annual cost for installation using the traditional silt fence installation method (assumes 6 month useful life) is $7 per linear foot based on vendor research. Range of cost is $3.50 -$9.10 per linear foot. • In tests, the slicing method required 0.33 man hours per 100 linear feet, while the trenched based systems required as much as 1.01 man hours per linear foot. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Repair undercut silt fences. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 8 Silt Fence SE-1 • Repair or replace split, torn, slumping, or weathered fabric. The lifespan of silt fence fabric is generally 5 to 8 months. • Silt fences that are damaged and become unsuitable for the intended purpose should be removed from the site of work, disposed, and replaced with new silt fence barriers. • Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. • Silt fences should be left in place until the upstream area is permanently stabilized. Until then, the silt fence should be inspected and maintained regularly. • Remove silt fence when upgradient areas are stabilized. Fill and compact post holes and anchor trench, remove sediment accumulation, grade fence alignment to blend with adjacent ground, and stabilize disturbed area. 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, United States Environmental Protection Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters, Work Group-Working Paper, USEPA, April1992. Sedimentation and Erosion Control Practices, and Inventory of Current Practices (Draft), UESPA, 1990. Southeastern Wisconsin Regional Planning Commission (SWRPC). Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical Report No. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. 1991 Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. U.S. Environmental Protection Agency (USEPA). Stormwater Management for Industrial Activities: Developing Pollution Prevention Plans and Best Management Practices. U.S. Environmental Protection Agency, Office ofWater, Washington, DC, 1992. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988.Soil Stabilization BMP Research for Erosion and Sediment Controls: Cost Survey Technical Memorandum, State of California Department ofTransportation (Caltrans), July 2007. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 8 z 0 < ro 3 cr ro ..... N 0 0 1.0 n OJ ~ ..... ::J OJ Vl rt ::E ::En o ~ g 3 n Ul ::E QJ q-QJ Ul c: rt .o n ro OJ rt ..... o a· OJ ..... ::J 3: <0 " I OJ ::J 0.. cr 0 0 A' '-.1 0 __, (X) C•oaa barrier (Sec nate 10) NO'TES ~ ..1 _f1.ML SILT FENCE 1. Con!Jt"Vct the J.,.,gth of oodl reach so bot the c~onge 11'1 b011e elevot!oo o ong the react-doe' not ~~~ceed 1 (.'l ihe h'ililht of the lin oar barrier, in no cose ohall tho reach length exceed 500. 2. The lost !1-o' of fence moll be U..rned Lp sl<lfle . J. Stoke dimensions ore nominal. 4. Olmenalan 'nay 1/Qry to tit field condition. 5. Stol<&ll ahall be spaced at 8'-C" ma~lmum and anoll be positioned oto dowrs;reom slde of fence. 6. Stokes to overtop ard fence fabric to told <:reund each aiake one full tum. Secure fabric to stoke with 4 sloples. 7. Stakes ohall bo driven tightly together to prevent potentlol flow-through of n<llment at joint. The tops of ihe stakes shell be secured with wire. 8. For end stoke, m<:e Iabrie shoJI be folded o•ound two stokes ere full tum o~d secured with 4 stor:>lea. 9. hllinir'1um 4 stcples psr stoke. Dimensions shown ore tyoicoL • 0. Cross bgrrier• shall be o mini11um of 1/3 and a maximum of 1/2 the height ¢ the linear barrier. 11. Maintenance cpenln~s si'lo I be constructed in c manner to ensure sedim~mt remulns behind slit fence. 12. Jolrllng sections shall not be pieced ot sump loeatloos. 13. Sa~dbog rows and layers shall b.., offse; to eliminate gops. 14. Add 3-4 bogs to erogs barrier on downgrodient side of silt 1ence os needed to prevant b)'?Qee o• undermini,S cnc aG ollo~J~Cble bond on site lim'ts of distu"bance. m G!j cL CROSS BARRIER DETAIL SECTION C-C 14 LEGEND Tamped tl<.ld<flll Slope direction Direction of flow 1\ J sn fence Toe of !!lope I (/) -· -,... ., tD ::s n tD (/) m I .... 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'! j 8 of 8 Sediment Basin Description and Purpose A sediment basin is a temporary basin formed by excavation or by constructing an embankment so that sediment-laden runoff is temporarily detained under quiescent conditions, allowing sediment to settle out before the runoff is discharged. Sediment basin design guidance presented in this fact sheet is intended to provide options, methods, and techniques to optimize temporary sediment basin performance and basin sediment removal. Basin design guidance provided in this fact sheet is not intended to guarantee basin effluent compliance with numeric discharge limits (numeric action levels or numeric effluent limits for turbidity). Compliance with discharge limits requires a thoughtful approach to comprehensive BMP planning, implementation, and maintenance. Therefore, optimally designed and maintained sediment basins should be used in conjunction with a comprehensive system of BMPs that includes: • Diverting runoff from undisturbed areas away from the basin • Erosion control practices to minimize disturbed areas on- site and to provide temporary stabilization and interim sediment controls (e.g., stockpile perimeter control, check dams, perimeter controls around individual lots) to reduce the basin's influent sediment concentration. At some sites, sediment basin design enhancements may be required to adequately remove sediment. Traditional February 2010 California Stormwater BMP Handbook Construction www.casqa.org SE-2 Categories EC SE TC WE Erosion Control Sediment Control 0 Tracking Control NS Wind Erosion Control Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-3 Sediment Trap (for smaller areas) ~ CASQA 1 of 18 Sediment Basin SE-2 (aka "physical") enhancements such as alternative outlet configurations or flow deflection baffles increase detention time and other techniques such as outlet skimmers preferentially drain flows with lower sediment concentrations. These "physical" enhancement techniques are described in this fact sheet. To further enhance sediment removal particularly at sites with fine soils or turbidity sensitive receiving waters, some projects may need to consider implementing Active Treatment Systems (ATS) whereby coagulants and flocculants are used to enhance settling and removal of suspended sediments. Guidance on implementing ATS is provided in SE-n. Suitable Applications Sediment basins may be suitable for use on larger projects with sufficient space for constructing the basin. Sediment basins should be considered for use: • Where sediment-laden water may enter the drainage system or watercourses • On construction projects with disturbed areas during the rainy season • At the outlet of disturbed watersheds between 5 acres and 75 acres and evaluated on a site by site basis • Where post construction detention basins are required • In association with dikes, temporary channels, and pipes used to convey runoff from disturbed areas Limitations Sediment basins must be installed only within the property limits and where failure of the structure will not result in loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. In addition, sediment basins are attractive to children and can be very dangerous. Local ordinances regarding health and safety must be adhered to. If fencing of the basin is required, the type of fence and its location should be shown in the SWPPP and in the construction specifications. • As a general guideline, sediment basins are suitable for drainage areas of 5 acres or more, but not appropriate for drainage areas greater than 75 acres. However, the tributary area should be evaluated on a site by site basis. • Sediment basins may become an "attractive nuisance" and care must be taken to adhere to all safety practices. If safety is a concern, basin may require protective fencing. • Sediment basins designed according to this fact sheet are only effective in removing sediment down to about the silt size fraction. Sediment-laden runoff with smaller size fractions (fine silt and clay) may not be adequately treated unless chemical (or other appropriate method) treatment is used in addition to the sediment basin. • Basins with a height of 25ft or more or an impounding capacity of 50 ac-ft or more must obtain approval from California Department of Water Resources Division of Safety of Dams (http://www.water.ca.gov/damsafety/). February 2010 California Stormwater BMP Handbook Construction www.casqa.org 2 of 18 Sediment Basin SE-2 • Water that stands in sediment basins longer than 96 hours may become a source of mosquitoes (and midges), particularly along perimeter edges, in shallow zones, in scour or below-grade pools, around inlet pipes, along low-flow channels, and among protected habitats created by emergent or floating vegetation (e.g. cattails, water hyacinth), algal mats, riprap, etc. • Basins require large surface areas to permit settling of sediment. Size may be limited by the available area. Implementation General A sediment basin is a controlled stormwater release structure formed by excavation or by construction of an embankment of compacted soil across a drainage way, or other suitable location. It is intended to trap sediment before it leaves the construction site. The basin is a temporary measure expected to be used during active construction in most cases and is to be maintained until the site area is permanently protected against erosion or a permanent detention basin is constructed. Sediment basins are suitable for nearly all types of construction projects. Whenever possible, construct the sediment basins before clearing and grading work begins. Basins should be located at the stormwater outlet from the site but not in any natural or undisturbed stream. A typical application would include temporary dikes, pipes, and/or channels to convey runoff to the basin inlet. Many development projects in California are required by local ordinances to provide a stormwater detention basin for post-construction flood control, desilting, or stormwater pollution control. A temporary sediment basin may be constructed by rough grading the post- construction control basins early in the project. Sediment basins if properly designed and maintained can trap a significant amount of the sediment that flows into them. However, traditional basins do not remove all inflowing sediment. Therefore, they should be used in conjunction with erosion control practices such as temporary seeding, mulching, diversion dikes, etc., to reduce the amount of sediment flowing into the basin. Planning To improve the effectiveness of the basin, it should be located to intercept runoff from the largest possible amount of disturbed area. Locations best suited for a sediment basin are generally in lower elevation areas of the site (or basin tributary area) where site drainage would not require significant diversion or other means to direct water to the basin but outside jurisdictional waterways. However, as necessary, drainage into the basin can be improved by the use of earth dikes and drainage swales (see BMP EC-9) .. The basin should not be located where its failure would result in the loss of life or interruption of the use or service of public utilities or roads. Construct before clearing and grading work begins when feasible. • Do not locate the basin in a jurisdictional stream. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 3 of 18 Sediment Basin SE-2 • Basin sites should be located where failure of the structure will not cause loss of life, damage to homes or buildings, or interruption of use or service of public roads or utilities. • Basins with a height of 25ft or more or an impounding capacity of so ac-ft must obtain approval from the Division of Dam Safety. Local dam safety requirements may be more stringent. • Limit the contributing area to the sediment basin to only the runoff from the disturbed soil areas. Use temporary concentrated flow conveyance controls to divert runoff from undisturbed areas away from the sediment basin. • The basin should be located: (1) by excavating a suitable area or where a low embankment can be constructed across a swale, (2) where post-construction (permanent) detention basins will be constructed, and (3) where the basins can be maintained on a year-round basis to provide access for maintenance, including sediment removal and sediment stockpiling in a protected area, and to maintain the basin to provide the required capacity. Design When designing a sediment basin, designers should evaluate the site constraints that could affect the efficiency of the BMP. Some of these constraints include: the relationship between basin capacity, anticipated sediment load, and freeboard, available footprint for the basin, maintenance frequency and access, and hydraulic capacity and efficiency of the temporary outlet infrastructure. Sediment basins should be designed to maximize sediment removal and to consider sediment load retained by the basin as it affects basin performance. Three Basin Design Options (Part A) are presented below along with a Typical Sediment/Detention Basin Design Methodology (Part B). Regardless of the design option that is selected, designers also need to evaluate the sediment basin capacity with respect to sediment accumulation (See "Step 3. Evaluate the Capacity of the Sediment Basin"), and should incorporate approaches identified in "Step 4· Other Design Considerations" to enhance basin performance. A) Basin Design Options: Option 1: Design sediment basin(s) using the standard equation: A,= 1.2Q V- Where: (Eq. 1) As = Minimum surface area for trapping soil particles of a certain size Vs = Settling velocity of the design particle size chosen CVs = 0.00028 ft/s for a design particle size of 0.01 mm at 68°F) 1.2 = Factor of safety recommended by USEPA to account for the reduction in basin efficiency caused due to turbulence and other non ideal conditions. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 4 of 18 Sediment Basin SE-2 Q=CIA (Eq.2) Where Q = Discharge rate measured in cubic feet per second C =Runoff coefficient (unitless) I= Peak rainfall intensity for the 10-year, 6-hour rain event (in/hr) A = Area draining into the sediment basin in acres The design particle size should be the smallest soil grain size determined by wet sieve analysis, or the fine silt sized (0.01 mm [or 0.0004 in.]) particle, and the Vs used should be 100 percent of the calculated settling velocity. This sizing basin method is dependent on the outlet structure design or the total basin length with an appropriate outlet. If the designer chooses to utilize the outlet structure to control the flow duration in the basin, the basin length (distance between the inlet and the outlet) should be a minimum of twice the basin width; the depth should not be less than 3ft nor greater than 5 ft for safety reasons and for maximum efficiency (2ft of sediment storage, 2ft of capacity). If the designer chooses to utilize the basin length (with appropriate basin outlet) to control the flow duration in the basin, the basin length (distance between the inlet and the outlet) should be a specifically designed to capture 100% of the design particle size; the depth should not be less than 3 ft nor greater than 5 ft for safety reasons and for maximum efficiency (2ft of sediment storage, 2 ft of capacity). The basin should be located on the site where it can be maintained on a year-round basis and should be maintained on a schedule to retain the 2ft of capacity. Option 2: Design pursuant to local ordinance for sediment basin design and maintenance, provided that the design efficiency is as protective or more protective of water quality than Option 1. Option 3: The use of an equivalent surface area design or equation provided that the design efficiency is as protective or more protective of water quality than Option 1. B) Typical Sediment/Detention Basin Design Methodology: Design of a sediment basin requires the designer to have an understanding of the site constraints, knowledge of the local soil (e.g., particle size distribution of potentially contributing soils), drainage area of the basin, and local hydrology. Designers should not assume that a sediment basin for location A is applicable to location B. Therefore, designers can use this factsheet as guidance but will need to apply professional judgment and knowledge of the site to design an effective and efficient sediment basin. The following provides a general overview of typical design methodologies: February 2010 California Stormwater BMP Handbook Construction www.casqa.org 5 of 18 Sediment Basin SE-2 Step 1. Hydrologic Design • Evaluate the site constraints and assess the drainage area for the sediment basin. Designers should consider on-and off-site flows as well as changes in the drainage area associated with site construction/ disturbance. To minimize additional construction during the course of the project, the designer should consider identifying the maximum drainage area when calculating the basin dimensions. • If a local hydrology manual is not available it is recommended to follow standard rational method procedures to estimate discharge. The references section of this factsheet provides a reference to standard hydrology textbooks that can provide standard methodologies. Iflocal rainfall depths are not available, values can be obtained from standard precipitation frequency maps from NOAA (downloaded from h:tt:Q://vvvvw.wrcc.dri.edu/rua;rrl.freq.html). Step 2. Hydraulic Design • Calculate the surface area required for the sediment basin using Equation 1. In which discharge is estimated for a 10-yr 6-hr event using rational method procedure listed in local hydrology manual and Vs is estimated using Stokes Law presented in Equation 3· Where Vs = Settling velocity in feet per second at 68 ° F d =diameter of sediment particle in millimeters (smallest soil grain size determined by wet sieve analysis or fine silt (0.01 mm [or 0.0004 in.]) • In general the basin outlet design requires an iterative trial and error approach that considered the maximum water surface elevation, the elevation versus volume (stage- storage) relationship, the elevation verses discharge (stage-discharge) relationship, and the estimated inflow hydrograph. To adequately design the basins to settle sediment, the outlet configuration and associated outflow rates can be estimated by numerous methodologies. The following provides some guidance for design the basin outlet: • An outlet should have more than one orifice. • An outlet design typically utilizes multiple horizontal rows of orifices (approximately 3 or more) with at least 2 orifices per row (see Figures 1 and 2 at the end ofthis fact sheet). • Orifices can vary in shape. • Select the appropriate orifice diameter and number of perforations per row with the objective of minimizing the number of rows while maximizing the detention time. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 6 of 18 Sediment Basin SE-2 • The diameter of each orifice is typically a maximum of 3-4 inches and a minimum of o.2s-o.s inches. • If a rectangular orifice is used, it is recommended to have minimum height of o.s inches and a maximum height of 6 inches. • Rows are typically spaced at three times the diameter center to center vertically with a minimum distance of approximately 4 inches on center and a maximum distance of 1 foot on center. • To estimate the outflow rate, each row is calculated separately based on the flow through a single orifice then multiplied by the number of orifices in the row. This step is repeated for each of the rows. Once all of the orifices are estimated, the total outflow rate versus elevation (stage-discharge curve) is developed to evaluate the detention time within the basin. • Flow through a single orifice can be estimated using an Equation 4: Q = BC' A(2gH)0'5 Where Q = Discharge in ft3 /s C' = Orifice coefficient ( unitless) A= Area of the orifice (ft2) g = acceleration due to gravity ( ft3 /s) H =Head above the orifice (ft) B =Anticipated Blockage or clogging factor (unitless), It is dependent on anticipated sediment and debris load, trash rack configuration etc, so the value is dependent on design engineers professional judgment and/or local requirements (B is never greater than 1 and a value of 0.5 is generally used) • Care must be taken in the selection of orifice coefficient ("C '"); o.6o is most often recommended and used. However, based on actual tests, Young and Graziano (1989), "Outlet Hydraulics of Extended Detention Facilities for Northern Virginia Planning District Commission", recommends the following: • C' = 0.66 for thin materials; where the thickness is equal to or less than the orifice diameter, or • C' = o.8o when the material is thicker than the orifice diameter • If different sizes of orifices are used along the riser then they have to be sized such that not more than so percent of the design storm event drains in one-third of the drawdown time (to provide adequate settling time for events smaller than the design storm event) and the entire volume drains within 96 hours or as regulated by the local vector control agency. If a basin fails to drain within 96 hours, the basin must be pumped dry. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 7 of 18 Sediment Basin SE-2 • Because basins are not maintained for infiltration, water loss by infiltration should be disregarded when designing the hydraulic capacity of the outlet structure. • Floating Outlet Skimmer: The floating skimmer (see Figure 3 at the end of this fact sheet is an alternative outlet configuration (patented) that drains water from upper portion of the water column. This configuration has been used for temporary and permanent basins and can improve basin performance by eliminating bottom orifices which have the potential of discharging solids. Some design considerations for this alternative outlet device includes the addition of a sand filter or perforated under drain at the low point in the basin and near the floating skimmer. These secondary drains allow the basin to fully drain. More detailed guidelines for sizing the skimmer can be downloaded from http: II 'A<'\Vvv. fa i rc 1 othski m mer. com/. • Hold and Release Valve: An ideal sediment/detention basin would hold all flows to the design storm level for sufficient time to settle solids, and then slowly release the storm water. Implementing a reliable valve system for releasing detention basins is critical to eliminate the potential for flooding in such a system. Some variations of hold and release valves include manual valves, bladder devices or electrically operated valves. When a precipitation event is forecast, the valve would be close for the duration of the storm and appropriate settling time. When the settling duration is met (approximately 24 or 48 hours), the valve would be opened and allow the storm water to be discharged at a rate that does not resuspend settled solids and in a non -erosive manner. If this type of system is used the valve should be designed to empty the entire basin within 96 hours or as stipulated by local vector control regulations. Step 3. Evaluate the Capacity of the Sediment Basin • Typically, sediment basins do not perform as designed when they are not properly maintained or the sediment yield to the basin is larger than expected. As part of a good sediment basin design, designers should consider maintenance cycles, estimated soil loss and/ or sediment yield, and basin sediment storage volume. The two equations below can be used to quantify the amount of soil entering the basin. • The Revised Universal Soil Loss Equation (RUSLE, Eq.s) can be used to estimate annual soil loss and the Modified Universal Soil Equation (MUSLE, Eq.6) can be used to estimate sediment yield from a single storm event. A = R X K X LS X c X p (Eq.s) y = 95(Q X q p )0.56 X K X LS X c X p Where: A= annual soil loss, tons/acre-year (Eq.6) R =rainfall erosion index, in 100 ft.tons/acre.in/hr K = soil erodibility factor, tons/ acre per unit of R LS = slope length and steepness factor ( unitless) February 2010 California Stormwater BMP Handbook Construction www.casqa.org 8 of 18 Sediment Basin SE-2 C =vegetative cover factor (unitless) P =erosion control practice factor (unitless) Y = single storm sediment yield in tons Q =runoff volume in acre-feet qp = peak flow in cfs • Detailed descriptions and methodologies for estimating the soil loss can be obtained from standard hydrology text books (See References section). • Determination of the appropriate equation should consider construction duration and local environmental factors (soils, hydrology, etc.). For example, if a basin is planned for a project duration of 1 year and the designer specifies one maintenance cycle, RUSLE could be used to estimate the soil loss and thereby the designer could indicate that the sediment storage volume would be half of the soil loss value estimated. As an example for use of MUSLE, a project may have a short construction duration thereby requiring fewer maintenance cycles and a reduced sediment storage volume. MUSLE would be used to estimate the anticipated soil loss based on a specific storm event to evaluate the sediment storage volume and appropriate maintenance frequency. • The soil loss estimates are an essential step in the design and it is essential that the designer provide construction contractors with enough information to understand maintenance frequency and/ or depths within the basin that would trigger maintenance. Providing maintenance methods, frequency and specification should be included in design bid documents such as the SWPPP Site Map. • Once the designer has quantified the amount of soil entering the basin, the depth required for sediment storage can be determined by dividing the estimated sediment loss by the surface area of the basin. Step 4· Other Design Considerations • Consider designing the volume of the settling zone for the total storm volume associated with the 2-year event or other appropriate design storms specified by the local agency. This volume can be used as a guide for sizing the basin without iterative routing calculations. The depth of the settling zone can be estimated by dividing the estimated 2-yr storm volume by the surface area of the basin. • The basin volume consists of two zones: A sediment storage zone at least 1 ft deep. A settling zone at least 2 ft deep. The basin depth must be no less than 3 ft (not including freeboard). • Proper hydraulic design of the outlet is critical to achieving the desired performance of the basin. The outlet should be designed to drain the basin within 24 to 96 hours (also referred February 2010 California Stormwater BMP Handbook Construction www.casqa.org 9 of 18 Sediment Basin SE-2 to as "drawdown time"). The 24-hour limit is specified to provide adequate settling time; the 96-hour limit is specified to mitigate vector control concerns. • Confirmation of the basin performance can be evaluated by routing the design storm (10-yr 6-hr, or as directed by local regulations) through the basin based on the basin volume (stage- storage curve) and the outlet design (stage-discharge curve based on the orifice configuration or equivalent outlet design). • Sediment basins, regardless of size and storage volume, should include features to accommodate overflow or bypass flows that exceed the design storm event. Include an emergency spillway to accommodate flows not carried by the principal spillway. The spillway should consist of an open channel (earthen or vegetated) over undisturbed material (not fill) or constructed of a non-erodible riprap (or equivalent protection) on fill slopes. The spillway control section, which is a level portion of the spillway channel at the highest elevation in the channel, should be a minimum of 20 ft in length. • Rock, vegetation or appropriate erosion control should be used to protect the basin inlet, outlet, and slopes against erosion. • The total depth of the sediment basin should include the depth required for sediment storage, depth required for settling zone and freeboard of at least 1 foot or as regulated by local flood control agency for a flood event specified by the local agency. • The basin alignment should be designed such that the length of the basin is more than twice the width of the basin; the length should be determined by measuring the distance between the inlet and the outlet. If the site topography does not allow for this configuration baffles should be installed so that the ratio is satisfied. If a basin has more than one inflow point, any inflow point that conveys more than 30 percent of the total peak inflow rate has to meet the required length to width ratio. • An alternative basin sizing method proposed by Fifield (2004) can be consulted to estimate an alternative length to width ratio and basin configuration. These methods can be considered as part of Option 3 which allows for alternative designs that are protective or more protective of water quality. • Baffles (see Figure 4 at the end of this fact sheet) can be considered at project sites where the existing topography or site constraints limit the length to width ratio. Baffles should be constructed of earthen berms or other structural material within the basin to divert flow in the basin, thus increasing the effective flow length from the basin inlet to the outlet riser. Baffles also reduce the change of short circuiting and allows for settling throughout the basin. • Baffles are typically constructed from the invert of the basin to the crest of the emergency spillway (i.e., design event flows are meant to flow around the baffles and flows greater than the design event would flow over the baffles to the emergency spillway). February 2010 California Stormwater BMP Handbook Construction www .casqa .org 10 of 18 Sediment Basin SE-2 • Use of other materials for construction of basin baffles (such as silt fence) may not be appropriate based on the material specifications and will require frequent maintenance (maintain after every storm event). Maintenance may not be feasible when required due to flooded conditions resulting from frequent (i.e., back to back) storm events. Use of alternative baffle materials should not deviate from the intended purpose of the material, as described by the manufacturer. • Sediment basins are best used in conjunction with erosion controls. • Basins with an impounding levee greater than 4.5 ft tall, measured from the lowest point to the impounding area to the highest point of the levee, and basins capable of impounding more than 35,000 ft3, should be designed by a Registered Civil Engineer. The design should include maintenance requirements, including sediment and vegetation removal, to ensure continuous function of the basin outlet and bypass structures. • A fore bay, constructed upstream of the basin may be provided to remove debris and larger particles. • The outflow from the sediment basin should be provided with velocity dissipation devices (see BMP EC-10) to prevent erosion and scouring ofthe embankment and channel. • The principal outlet should consist of a corrugated metal, high density polyethylene (HDPE), or reinforced concrete riser pipe with dewatering holes and an anti-vortex device and trash rack attached to the top of the riser, to prevent floating debris from flowing out of the basin or obstructing the system. This principal structure should be designed to accommodate the inflow design storm. • A rock pile or rock-filled gabions can serve as alternatives to the debris screen, although the designer should be aware of the potential for extra maintenance involved should the pore spaces in the rock pile clog. • The outlet structure should be placed on a firm, smooth foundation with the base securely anchored with concrete or other means to prevent floatation. • Attach riser pipe (watertight connection) to a horizontal pipe (barrel). Provide anti-seep collars on the barrel. • Cleanout level should be clearly marked on the riser pipe. Installation • Securely anchor and install an anti-seep collar on the outlet pipe/riser and provide an emergency spillway for passing major floods (see local flood control agency). • Areas under embankments must be cleared and stripped of vegetation. • Chain link fencing should be provided around each sediment basin to prevent unauthorized entry to the basin or if safety is a concern. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 11 of 18 Sediment Basin SE-2 Costs The cost of a sediment basin is highly variable and is dependent of the site configuration. To decrease basin construction costs, designers should consider using existing site features such as berms or depressed area to site the sediment basin. Designers should also consider potential savings associated with designing the basin to minimize the number of maintenance cycles and siting the basin in a location where a permanent BMP (e.g., extended detention basin) is required for the project site. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level and as required by local requirements. It is recommended that at a minimum, basins be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Examine basin banks for seepage and structural soundness. • Check inlet and outlet structures and spillway for any damage or obstructions. Repair damage and remove obstructions as needed. • Check inlet and outlet area for erosion and stabilize if required. • Check fencing for damage and repair as needed. • Sediment that accumulates in the basin must be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one- half the designated sediment storage volume. Sediment removed during maintenance should be managed properly. The sediment should be appropriately evaluated and used or disposed of accordingly. Options include: incorporating sediment into earthwork on the site (only ifthere is no risk that sediment is contaminated); or off-site export/disposal at an appropriate location (e.g., sediment characterization and disposal to an appropriate landfill). • Remove standing water from basin within 96 hours after accumulation. • If the basin does not drain adequately (e.g., due to storms that are more frequent or larger than the design storm or other unforeseen site conditions), dewatering should be conducted in accordance with appropriate dewatering BMPs (see NS-2) and in accordance with local permits as applicable. • To minimize vector production: Remove accumulation of live and dead floating vegetation in basins during every inspection. Remove excessive emergent and perimeter vegetation as needed or as advised by local or state vector control agencies. References A Current Assessment of Urban Best Management Practices: Techniques for Reducing Nonpoint Source Pollution in the Coastal Zones, Metropolitan Washington Council of Governments, March 1992. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 12 of 18 Sediment Basin SE-2 Draft-Sedimentation and Erosion Control, an Inventory of Current Practices, USEPA. April 1990. U.S. Environmental Protection Agency (USEPA). Erosion and Sediment Control, Surface Mining in the Eastern U.S., U.S. Environmental Protection Agency, Office of Water, Washington, DC,Washington, D.C., 1976. Fifield, J.S. Designing for Effective Sediment and Erosion Control on Construction Sites. Forester Press, Santa Barbara, CA. 2004. Goldman S.J., Jackson K. and Bursztynsky T.A. Erosion and Sediment Control Handbook. McGraw-Hill Book Company, 1986. U.S. Environmental Protection Agency (USEPA). Guidance Specifying Management Measures for Nonpoint Pollution in Coastal Waters. EPA 840-B-9-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC, 1993. Guidelines for the Design and Construction of Small Embankment Dams, Division of Safety of Dams, California Department of Water Resources, March 1986. Haan C.T., Barfield B.J. and Hayes J.C. Design Hydrology and Sedimentology for Small Catchments. Academic Press. 1994. Inlet/Outlet Alternatives for Extended Detention Basins. State of California Department of Transportation (Caltrans), 2001. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. McLean, J., 2000. Mosquitoes in Constructed Wetlands: A Management Bugaboo? In T.R. Schueler and H.K. Holland [eds.], The Practice of Watershed Protection. pp. 29-33. Center for Watershed Protection, Ellicott City, MD, 2000. Metzger, M.E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. The Dark Side of Stormwater Runoff Management: Disease Vectors Associated with Structural BMPs, 2002. National Management Measures to Control Non point Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002. Proposed Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Water, Work Group-Working Paper, USEPA, April1992. Storm water Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Cal trans), November 2000. Water Quality Management Plan for the Lake Tahoe Region, Volume II Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 13 of 18 Sediment Basin SE-2 Young, G.K. and Graziano, F., Outlet Hydraulics of Extended Detention Facilities for Northern Virginia Planning District Commission, 1989. February 2010 California Stormwater BMP Handbook Construction www.casqa.org 14 of 18 Sediment Basin I I,, r ·I• I· • 1 · ' I ill :I / I [vi· 1 I SE-2 "l::: "'_[( f: : :\ I ·<Ill' I ' ,-):: ~I ' t'-:~~ ~ ( ' I Iiiii· I I I .I ' II •11 I I I N II• II I " II •I I 1<1< I II II· w c' I[ II I < ), ) 'l11 l' lAIII I· I Ill . ~-·.:.,s-· lVI/ ' I I I I II I I I I' I I I I ·il l·N I' I ,· 11 1 '1 1· 11 1~11 WI, • II II< II I I ' I ' I I" ,I' II •Ill ''I I 'I ill· I • I· 'I ll1 I lvl 1 II ••'I f I I I February 2010 I ' c I I 'II" I ' I Ill )I • I .•·I \111 1 I. I' I I I I 'I" 'I I \VI · r1l1 1" • I •I, 1lc 'I ' ,))Ill '\I ill II I "II ill •II I I .1111 , II W FIGURE 1: TYPICAL TEMPORARY SEDIMENT BASIN MULTIPLE ORIFICE DESIGN NOTTOSCALE California Stormwater BMP Handbook Construction www.casqa.org 15 of 18 Sediment Basin r;l I 11111 I. 11 111. ' Ill' 'I I I' ·[J ' I It I II II I I'. I <I I II I • I It I I II I< I• I w. tl I •J I Ill< tit I , I It ) I II• II I I' I 'I I It I I I lv1 Ill I I· •J I II I I I. .''. I'll\• 'I I I' 'II' ) I It I lit II I' I !(Jilt •I l l 111 J' ~ ,'' } ( I " " .. J .. ,. ., ~ ) '' ' ' ' ) l I I' ',, ,-.[ •\1 J1 • II . L' ; r-•-: . I , .... I • '.' I 1 111 t ll"w FIGURE 2: MULTIPLE ORIFICE OUTLET RISER NOT TO SCALE February 2010 California Stormwater BMP Handbook Construction www.casqa.org SE-2 16 of 18 Sediment Basin SE-2 VENT PIPE -1---------- NOTES: 1. THE MOST IMPORTANT DESIGN PARAMETER IS THE CONTROL OF ORIFICE SIZE, WHICH CAN CONTROL DESIRED DEWATERING TIME. THE LONGER THE DEWATERING TIME, THE BETTER THE QUALITY OF WATER DISCHARGED FROM THE SEDIMENT BASIN. 2. DESIGN BY W. FAIRCLOTH (PATENT #5,820,751 ). 3. FIGURE IS MEANT TO CONVEY CONCEPT ONLY. SIZES/MATERIALS SPECIFIED DURING DETAILED DESIGN. OUTLET END; CONNECTION TO OUTLET PIPE OR RISER\ PVC PIPE PROFILE r<: \\ --FLEXIBLE JOINT ,,_ ~ "'-OUTLET PIPE ISOMETRIC VIEW FLOAT FIGURE 3: TYPICAL SKIMMER NOT TO SCALE February 2010 California Stormwater BMP Handbook Construction www.casqa.org PVC PIPE INLET END ORIFICE INSIDE SCREEN AND ACCESSIBLE THROUGH DOOR 17 of 18 Sediment Basin SE-2 ELEVATION -!-_y~~s_ SECT A-A' SECT 8-8' TOP OF BAFFLE RISER EARTHEN BAFFLE (TYP.) EMBANKMENT February 2010 ~ STABILIZED INLET 1. BAffiES ARE TO BE CONSTRUCTED TO MEET THE REQUIRED LENGTH TO WIDTH RATlOS. 2. CREST OF THE BAffl..ES SHOULD BE LEVEL WITH OR JUST BELOW THE CREST OF THE EMERGENCY SPILLWAY. --------- '/ SIDE SLOPES / : 3:1 (H:V) MAX OUTLET PROTECTION FIGURE 4: TYPICAL TEMPORARY SEDIMENT BASIN WITH BAFFLES NOTTOSCALE California Stormwater BMP Handbook Construction www.casqa.org 18 of 18 Sediment Trap Description and Purpose A sediment trap is a containment area where sediment-laden runoff is temporarily detained under quiescent conditions, allowing sediment to settle out or before the runoff is discharged. Sediment traps are formed by excavating or constructing an earthen embankment across a waterway or low drainage area. Suitable Applications Sediment traps should be considered for use: • At the perimeter of the site at locations where sediment- laden runoff is discharged offsite. • At multiple locations within the project site where sediment control is needed. • Around or upslope from storm drain inlet protection measures. • Sediment traps may be used on construction projects where the drainage area is less than 5 acres. Traps would be placed where sediment-laden stormwater may enter a storm drain or watercourse. SE-2, Sediment Basins, must be used for drainage areas greater than 5 acres. • As a supplemental control, sediment traps provide additional protection for a water body or for reducing sediment before it enters a drainage system. November 2009 California Stormwater BMP Handbook Construction www.casqa.org SE-3 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-2 Sediment Basin (for larger areas) ~ CASQA CAl IHJR>;fA <;:JOilMWAHR 1 of 6 Sediment Trap SE-3 Limitations • Requires large surface areas to permit infiltration and settling of sediment. • Not appropriate for drainage areas greater than 5 acres. • Only removes large and medium sized particles and requires upstream erosion control. • Attractive and dangerous to children, requiring protective fencing. • Conducive to vector production. • Should not be located in live streams. I m pi em entation Design A sediment trap is a small temporary ponding area, usually with a gravel outlet, formed by excavation or by construction of an earthen embankment. Its purpose is to collect and store sediment from sites cleared or graded during construction. It is intended for use on small drainage areas with no unusual drainage features and projected for a quick build-out time. It should help in removing coarse sediment from runoff. The trap is a temporary measure with a design life of approximately six months to one year and is to be maintained until the site area is permanently protected against erosion by vegetation and/ or structures. Sediment traps should be used only for small drainage areas. If the contributing drainage area is greater than 5 acres, refer to SE-2, Sediment Basins, or subdivide the catchment area into smaller drainage basins. Sediment usually must be removed from the trap after each rainfall event. The SWPPP should detail how this sediment is to be disposed of, such as in fill areas onsite, or removal to an approved offsite dump. Sediment traps used as perimeter controls should be installed before any land disturbance takes place in the drainage area. Sediment traps are usually small enough that a failure of the structure would not result in a loss of life, damage to home or buildings, or interruption in the use of public roads or utilities. However, sediment traps are attractive to children and can be dangerous. The following recommendations should be implemented to reduce risks: • Install continuous fencing around the sediment trap or pond. Consult local ordinances regarding requirements for maintaining health and safety. • Restrict basin side slopes to 3:1 or flatter. Sediment trap size depends on the type of soil, size of the drainage area, and desired sediment removal efficiency (see SE-2, Sediment Basin). As a rule ofthumb, the larger the basin volume the greater the sediment removal efficiency. Sizing criteria are typically established under the local grading ordinance or equivalent. The runoff volume from a 2-year storm is a common design criteria for a sediment trap. The sizing criteria below assume that this runoff volume is 0.042 acre-ftjacre (0.5 in. of runoff). While the climatic, topographic, and soil type extremes make it difficult to establish a statewide standard, the following criteria should trap moderate to high amounts of sediment in most areas of California: November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 6 Sediment Trap SE-3 • Locate sediment traps as near as practical to areas producing the sediment. • Trap should be situated according to the following criteria: (1) by excavating a suitable area or where a low embankment can be constructed across a swale, (2) where failure would not cause loss of life or property damage, and (3) to provide access for maintenance, including sediment removal and sediment stockpiling in a protected area. • Trap should be sized to accommodate a settling zone and sediment storage zone with recommended minimum volumes of 67 yd3jacre and 33 yd3jacre of contributing drainage area, respectively, based on 0.5 in. of runoff volume over a 24-hour period. In many cases, the size of an individual trap is limited by available space. Multiple traps or additional volume may be required to accommodate specific rainfall, soil, and site conditions. • Traps with an impounding levee greater than 4.5 ft tall, measured from the lowest point to the impounding area to the highest point of the levee, and traps capable of impounding more than 35,000 ft3, should be designed by a Registered Civil Engineer. The design should include maintenance requirements, including sediment and vegetation removal, to ensure continuous function of the trap outlet and bypass structures. • The outlet pipe or open spillway must be designed to convey anticipated peak flows. • Use rock or vegetation to protect the trap outlets against erosion. • Fencing should be provided to prevent unauthorized entry. Installation Sediment traps can be constructed by excavating a depression in the ground or creating an impoundment with a small embankment. Sediment traps should be installed outside the area being graded and should be built prior to the start of the grading activities or removal of vegetation. To minimize the area disturbed by them, sediment traps should be installed in natural depressions or in small swales or drainage ways. The following steps must be followed during installation: • The area under the embankment must be cleared, grubbed, and stripped of any vegetation and root mat. The pool area should be cleared. • The fill material for the embankment must be free of roots or other woody vegetation as well as oversized stones, rocks, organic material, or other objectionable material. The embankment may be compacted by traversing with equipment while it is being constructed. • All cut-and-fill slopes should be 3:1 or flatter. • When a riser is used, all pipe joints must be watertight. • When a riser is used, at least the top two-thirds of the riser should be perforated with 0.5 in. diameter holes spaced 8 in. vertically and 10 to 12 in. horizontally. See SE-2, Sediment Basin. • When an earth or stone outlet is used, the outlet crest elevation should be at least 1 ft below the top of the embankment. November 2009 California Stormwater BMP Handbook Construction www .casqa.org 3 of 6 Sediment Trap SE-3 • When crushed stone outlet is used, the crushed stone used in the outlet should meet AASHTO M43, size No. 2 or 24, or its equivalent such as MSHA No. 2. Gravel meeting the above gradation may be used if crushed stone is not available. Costs Average annual cost per installation and maintenance (18 month useful life) is $0.73 per ft3 ($1,300 per drainage acre). Maintenance costs are approximately 20% of installation costs. 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 intervals during the non-rainy season. • Inspect outlet area for erosion and stabilize if required. • Inspect trap banks for seepage and structural soundness, repair as needed. • Inspect outlet structure and spillway for any damage or obstructions. Repair damage and remove obstructions as needed. • Inspect fencing for damage and repair as needed. • Inspect the sediment trap for area of standing water during every visit. Corrective measures should be taken if the BMP does not dewater completely in 72 hours or less to prevent vector production. • Sediment that accumulates in the BMP must be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the trap capacity. Sediment removed during maintenance may be incorporated into earthwork on the site or disposed of at an appropriate location. • Remove vegetation from the sediment trap when first detected to prevent pools of standing water and subsequent vector production. • BMPs that require dewatering shall be continuously attended while dewatering takes place. Dewatering BMPs shall be implemented at all times during dewatering activities. References Brown, W., and T. Schueler. The Economics of Stormwater BMPs in the Mid-Atlantic Region. Prepared for Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD, 1997. Draft -Sedimentation and Erosion Control, an Inventory of Current Practices, USEP A, April 1990. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Metzger, M.E., D.F. Messer, C.L. Beitia, C.M. Myers, and V.L. Kramer, The Dark Side of Stormwater Runoff Management: Disease Vectors Associated with Structural BMPs, 2002. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 6 Sediment Trap SE-3 National Management Measures to Control Non point Source Pollution from Urban Areas, United States Environmental Protection Agency, 2002. Proposed Guidance Specifying Management Measures for Sources of Non point Pollution in Coastal Waters, Work Group-Working Paper, USEPA, April1992. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. U.S. Environmental Protection Agency (USEPA). Guidance Specifying Management Measures for Nonpoint Pollution in Coastal Waters. EPA 840-B-9-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC, 1993. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 6 Sediment Trap 111 1lf '•I ,. •l'il lw<l 'y Ill I I lilt• y I"''" >I>· ,filii II· •W .I 'II I WI\ I illfil I I'll'•' 'I II,. I II ' . ,, I I' '111,.,,,,111.~ "1'"1' ·!•illw 11 I , ' f, I '"' I I I I'. \ ~I II Ill IIIII 111111111• Ill All ,I 1" · . 111 II· II I,_,, I I V.ll) 1 <' I I" lvl111 ~ ~ ~ I , .. M111 k :l (·· . ·\-. I -\. '\ I I I I I I I I 1 1 I 1 I I I I I I I 1 I I I I I I November 2009 1 1 1 I I I I I I I I I I I I I I l I I / j' \ UvH·:/\111 ~H II r ',[ I Ill ill 1111·'11 1~'1 ,J I·' l1l'l( AL ',l lllrYILIIf 11'1\1' 1111T Til .1 AL[ California Stormwater BMP Handbook Construction www.casqa .org SE-3 1\l' 6 of 6 Check Dams Description and Purpose A check dam is a small barrier constructed of rock, gravel bags, sandbags, fiber rolls, or other proprietary products, placed across a constructed swale or drainage ditch. Check dams reduce the effective slope of the channel, thereby reducing scour and channel erosion by reducing flow velocity and increasing residence time within the channel, allowing sediment to settle. Suitable Applications Check dams may be appropriate in the following situations: • To promote sedimentation behind the dam. • To prevent erosion by reducing the velocity of channel flow in small intermittent channels and temporary swales. • In small open channels that drain 10 acres or less. • In steep channels where storm water runoff velocities exceed 5 ft/s. • During the establishment of grass linings in drainage ditches or channels. • In temporary ditches where the short length of service does not warrant establishment of erosion-resistant linings. • To act as a grade control structure. November 2009 California Stormwater BMP Handbook Construction www.casqa.org SE-4 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-5 Fiber Rolls SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-14 Biofilter Bags ~ 0 ~ CASQA f'AllfO«~I:\ ~ I'OK\1\\'AI LR 1 of 7 Check Dams SE-4 Limitations • Not to be used in live streams or in channels with extended base flows. • Not appropriate in channels that drain areas greater than 10 acres. • Not appropriate in channels that are already grass-lined unless erosion potential or sediment-laden flow is expected, as installation may damage vegetation. • Require extensive maintenance following high velocity flows. • Promotes sediment trapping which can be re-suspended during subsequent storms or removal of the check dam. • Do not construct check dams with straw bales or silt fence. • Water suitable for mosquito production may stand behind check dams, particularly if subjected to daily non-stormwater discharges. Implementation General Check dams reduce the effective slope and create small pools in swales and ditches that drain 10 acres or less. Using check dams to reduce channel slope reduces the velocity of stormwater flows, thus reducing erosion of the swale or ditch and promoting sedimentation. Thus, check dams are dual-purpose and serve an important role as erosion controls as well as as sediment controls. Note that use of 1-2 isolated check dams for sedimentation will likely result in little net removal of sediment because of the small detention time and probable scour during longer storms. Using a series of check dams will generally increase their effectiveness. A sediment trap (SE-3) may be placed immediately upstream of the check dam to increase sediment removal efficiency. Design and Layout Check dams work by decreasing the effective slope in ditches and swales. An important consequence of the reduced slope is a reduction in capacity of the ditch or swale. This reduction in capacity should be considered when using this BMP, as reduced capacity can result in overtopping of the ditch or swale and resultant consequences. In some cases, such as a "permanent" ditch or swale being constructed early and used as a "temporary" conveyance for construction flows, the ditch or swale may have sufficient capacity such that the temporary reduction in capacity due to check dams is acceptable. When check dams reduce capacities beyond acceptable limits, either: • Don't use check dams. Consider alternative BMPs, or. • Increase the size of the ditch or swale to restore capacity. Maximum slope and velocity reduction is achieved when the toe of the upstream dam is at the same elevation as the top of the downstream dam (see "Spacing Between Check Dams" detail at the end of this fact sheet). The center section of the dam should be lower than the edge sections (at least 6 inches), acting as a spillway, so that the check dam will direct flows to the center of November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 7 Check Dams SE-4 the ditch or swale (see "Typical Rock Check Dam" detail at the end of this fact sheet). Bypass or side-cutting can occur if a sufficient spillway is not provided in the center of the dam. Check dams are usually constructed of rock, gravel bags, sandbags, and fiber rolls. A number of products can also be used as check dams (e.g. HDPE check dams, temporary silt dikes (SE-12)), and some of these products can be removed and reused. Check dams can also be constructed of logs or lumber, and have the advantage of a longer lifespan when compared to gravel bags, sandbags, and fiber rolls. Check dams should not be constructed from straw bales or silt fences, since concentrated flows quickly wash out these materials. Rock check dams are usually constructed of 8 to 12 in. rock. The rock is placed either by hand or mechanically, but never just dumped into the channel. The dam should completely span the ditch or swale to prevent washout. The rock used should be large enough to stay in place given the expected design flow through the channel. It is recommended that abutments be extended 18 in. into the channel bank. Rock can be graded such that smaller diameter rock (e.g. 2-4 in) is located on the upstream side oflarger rock (holding the smaller rock in place); increasing residence time. Log check dams are usually constructed of 4 to 6 in. diameter logs, installed vertically. The logs should be embedded into the soil at least 18 in. Logs can be bolted or wired to vertical support logs that have been driven or buried into the soil. See fiber rolls, SE-5, for installation of fiber roll check dams. Gravel bag and sand bag check dams are constructed by stacking bags across the ditch or swale, shaped as shown in the drawings at the end of this fact sheet (see "Gravel Bag Check Dam" detail at the end of this fact sheet). Manufactured products, such as temporary silt dikes (SE-12), should be installed in accordance with the manufacturer's instructions. Installation typically requires anchoring or trenching of products, as well as regular maintenance to remove accumulated sediment and debris. If grass is planted to stabilize the ditch or swale, the check dam should be removed when the grass has matured (unless the slope of the swales is greater than 4%). The following guidance should be followed for the design and layout of check dams: • Install the first check dam approximately 16 ft from the outfall device and at regular intervals based on slope gradient and soil type. • Check dams should be placed at a distance and height to allow small pools to form between each check dam. • For multiple check dam installation, backwater from a downstream check dam should reach the toes of the upstream check dam. • A sediment trap provided immediately upstream of the check dam will help capture sediment. Due to the potential for this sediment to be resuspended in subsequent storms, the sediment trap should be cleaned following each storm event. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 3 of 7 Check Dams SE-4 • High flows (typically a 2-year storm or larger) should safely flow over the check dam without an increase in upstream flooding or damage to the check dam. • Where grass is used to line ditches, check dams should be removed when grass has matured sufficiently to protect the ditch or swale. Materials • Rock used for check dams should typically be 8-12 in rock and be sufficiently sized to stay in place given expected design flows in the channel. Smaller diameter rock (e.g. 2 to 4 in) can be placed on the upstream side oflarger rock to increase residence time. • Gravel bags used for check dams should conform to the requirements of SE-6, Gravel Bag Berms. • Sandbags used for check dams should conform to SE-8, Sandbag Barrier. • Fiber rolls used for check dams should conform to SE-5, Fiber Rolls. • Temporary silt dikes used for check dams should conform to SE-12, Temporary Silt Dikes. Installation • Rock should be placed individually by hand or by mechanical methods (no dumping of rock) to achieve complete ditch or swale coverage. • Tightly abut bags and stack according to detail shown in the figure at the end of this section (pyramid approach). Gravel bags and sandbags should not be stacked any higher than 3 ft. • Upper rows or gravel and sand bags shall overlap joints in lower rows. • Fiber rolls should be trenched in, backfilled, and firmly staked in place. • Install along a level contour. • HDPE check dams, temporary silt dikes, and other manufactured products should be used and installed per manufacturer specifications. Costs Cost consists oflabor costs if materials are readily available (such as gravel on-site). If material must be imported, costs will increase. For other material and installation costs, see SE-5, SE-6, SE-8, SE-12, and SE-14. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Replace missing rock, bags, rolls, etc. Replace bags or rolls that have degraded or have become damaged. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 7 Check Dams SE-4 • If the check dam is used as a sediment capture device, sediment that accumulates behind the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. • If the check dam is used as a grade control structure, sediment removal is not required as long as the system continues to control the grade. • Inspect areas behind check dams for pools of standing water, especially if subjected to daily non-stormwater discharges. • Remove accumulated sediment prior to permanent seeding or soil stabilization. • Remove check dam and aceumulated sediment when eheck dams are no longer needed. References Draft -Sedimentation and Erosion Control, and Inventory of Current Practices, USEP A, April 1990. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management of the Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. Metzger, M.E. 2004. Managing mosquitoes in stormwater treatment devices. University of California Division of Agriculture and Natural Resources, Publication 8125. On-line: http:/ f anrcatalog.ucdavis.edujpdfj8125.pdf November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 7 Check Dams r > II 111111 <_I ' I 1 1( I ) I -\ '( ( 1 )I 1 ' ' ' I l' I \I \ I' Ill ,I I( \ \ I( ) ' )I Jl I ) I J ' I \ I 'I I -)' I( I' I ' I ) I' I ) I II ) I I I )1 ' ( I ( I' ! I I 1, I ) ( 1 r ( 1 I( 1 I rl ,1 )( ( I )'1 ) I ) I' ,, ) I ' ) ) I 1 \ )'II ) ( )I ) ( I( )( ( 11 '( I ' ' l, I I l( )I ' I' I \I II ) I -1 1 _I ( I' I l( \ ( I I I 'J f\ II 1 ll I -" t~ I ' 1l1 II I 11 ·I 'I I,> < I( '). - 1 I( I I \ I I I 'I l ' ( ' I \ I'' I)<> I j \ .. I) ( ,( I I, I\ )I I ), ) ( ( I I 11 ) ) ( ,. I I ) ) I '' ( \ 1 I ' ' ( I I ' ' I ( I I '·I ( 1 ( ) ( ) I I ) I l I I \ 1 ( 1\ )( ' ( I ( J' II )1 j 1 , 1 l1 1 ' 'I I I ~-' .. _ '<-- It I l I I I I ( '\I I , t ) t f II ' I [ I \ ~11 ' I ( II I ll I I I ( J( f ll t I lit ! I I 1 ! ' ,, i\1 I ) I' I SE-4 'I I• I r I 1-' I) It I I I'~ , · r i t ~I .'\ \ l I November 2009 -I ' - ' 'II I I : J\ t. I 1-H 1 I I 1 \ .11 I I I V /\ 111 ll I II ( IT I ( ) ' ,( /\I I California Stormwater BMP Handbook Construction www.casqa.org 6 of 7 Check Dams November 2009 'L' = THE DISTANCE SUCH THAT POINTS 'A' AND '8' ARE Of EQUAL ELEVATION. 'L' SPACING BElWEEN CHECK DAMS California Stormwater BMP Handbook Construction www.casqa.org SE-4 7 of 7 Fiber Rolls Description and Purpose A fiber roll consists of straw, coir, or other biodegradable materials bound into a tight tubular roll wrapped by netting, which can be photodegradable or natural. Additionally, gravel core fiber rolls are available, which contain an imbedded ballast material such as gravel or sand for additional weight when staking the rolls are not feasible (such as use as inlet protection). When fiber rolls are placed at the toe and on the face of slopes along the contours, they intercept runoff, reduce its flow velocity, release the runoff as sheet flow, and provide removal of sediment from the runoff (through sedimentation). By interrupting the length of a slope, fiber rolls can also reduce sheet and rill erosion until vegetation is established. Suitable Applications Fiber rolls may be suitable: • Along the toe, top, face, and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. • At the end of a downward slope where it transitions to a steeper slope. • Along the perimeter of a project. • As check dams in unlined ditches with minimal grade. • Down-slope of exposed soil areas. • At operational storm drains as a form of inlet protection. November 2009 California Stormwater BMP Handbook Construction www .casqa .org SE-5 Categories EC Erosion Control ~ SE Sediment Control 0 TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment 0 Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-1 Silt Fence SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-14 Biofilter Bags ~ CASQA CAUfORNIA SIOilMW<\ft:R 1 of 5 Fiber Rolls SE-5 • Around temporary stockpiles. Limitations • Fiber rolls are not effective unless trenched in and staked. • Not intended for use in high flow situations. • Difficult to move once saturated. • If not properly staked and trenched in, fiber rolls could be transported by high flows. • Fiber rolls have a very limited sediment capture zone. • Fiber rolls should not be used on slopes subject to creep, slumping, or landslide. • Rolls typically function for 12-24 months depending upon local conditions. Implementation Fiber Roll Materials • Fiber rolls should be prefabricated. • Fiber rolls may come manufactured containing polyacrylamide (PAM), a flocculating agent within the roll. Fiber rolls impregnated with PAM provide additional sediment removal capabilities and should be used in areas with fine, clayey or silty soils to provide additional sediment removal capabilities. Monitoring may be required for these installations. • Fiber rolls are made from weed free rice straw, flax, or a similar agricultural material bound into a tight tubular roll by netting. • Typical fiber rolls vary in diameter from 9 in. to 20 in. Larger diameter rolls are available as well. Installation • Locate fiber rolls on level contours spaced as follows: Slope inclination of 4:1 (H:V) or flatter: Fiber rolls should be placed at a maximum interval of 20 ft. Slope inclination between 4:1 and 2:1 (H:V): Fiber Rolls should be placed at a maximum interval of 15ft. (a closer spacing is more effective). Slope inclination 2:1 (H:V) or greater: Fiber Rolls should be placed at a maximum interval of 10ft. (a closer spacing is more effective). • Prepare the slope before beginning installation. • Dig small trenches across the slope on the contour. The trench depth should be l/4 to 1/3 of the thickness of the roll, and the width should equal the roll diameter, in order to provide area to backfill the trench. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 5 Fiber Rolls SE-5 • It is critical that rolls are installed perpendicular to water movement, and parallel to the slope contour. • Start building trenches and installing rolls from the bottom of the slope and work up. • It is recommended that pilot holes be driven through the fiber roll. Use a straight bar to drive holes through the roll and into the soil for the wooden stakes. • Turn the ends of the fiber roll up slope to prevent runoff from going around the roll. • Stake fiber rolls into the trench. Drive stakes at the end of each fiber roll and spaced 4ft maximum on center. Use wood stakes with a nominal classification of 0.75 by 0.75 in. and minimum length of 24 in. • If more than one fiber roll is placed in a row, the rolls should be overlapped, not abutted. • See typical fiber roll installation details at the end of this fact sheet. Removal • Fiber rolls can be left in place or removed depending on the type of fiber roll and application (temporary vs. permanent installation). Typically, fiber rolls encased with plastic netting are used for a temporary application because the netting does not biodegrade. Fiber rolls used in a permanent application are typically encased with a biodegradeable material and are left in place. Removal of a fiber roll used in a permanent application can result in greater disturbance. • Temporary installations should only be removed when up gradient areas are stabilized per General Permit requirements, and/ or pollutant sources no longer present a hazard. But, they should also be removed before vegetation becomes too mature so that the removal process does not disturb more soil and vegetation than is necessary. Costs Material costs for regular fiber rolls range from $20 -$30 per 25ft roll. Material costs for PAM impregnated fiber rolls range between 7.oo-$g.oo per linear foot, based upon vendor research. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Repair or replace split, torn, unraveling, or slumping fiber rolls. • If the fiber roll is used as a sediment capture device, or as an erosion control device to maintain sheet flows, sediment that accumulates in the BMP should be periodically removed November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 5 Fiber Rolls SE-5 in order to maintain BMP effectiveness. Sediment should be removed when sediment accumulation reaches one-third the designated sediment storage depth. • If fiber rolls are used for erosion control, such as in a check dam, sediment removal should not be required as long as the system continues to control the grade. Sediment control BMPs will likely be required in conjunction with this type of application. • Repair any rills or gullies promptly. References Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 4 of 5 Fiber Rolls SE-5 November 2009 I I' I •\ I ~ I (. 'r "t t 1·, Ill "'I II Ill• I .Ill'. . til . 1[1· ·.IlL Ill Ill 111· Ill It I I Ill> 1',111 ,,1 Ill• II I Ill r , t' <1 11 • · 1 1 ,. /•!It···: ],, twr • ·11 II· I,· I I I t II I til 'I I I .. II \ II >11'1 >I I· V• I ',,Ji,llll \ v J ill I' II I I I ill<c>l I <>II II'. II ttl' 11~<1 'I) ' 1 .. , '. Wll•·l ,, ,, ,, 'Ill II·, II I I I' [I /\ I I I [ -: l f r-I ll I II I ' ' I r, I I \ 11 I I II I il I ·I I d I ~~·· 111111 ·;I 11 •", IIIII· I 1"'' i11 1 I II fT rll 1 HMI II I It I TAll I I I', California Stormwater BMP Handbook Construction www.casqa.org itJ!I• I] j,-'r--'jH--'1 lriflt- 5 of 5 Gravel Bag Berm Description and Purpose A gravel bag berm is a series of gravel-filled bags placed on a level contour to intercept sheet flows. Gravel bags pond sheet flow runoff, allowing sediment to settle out, and release runoff slowly as sheet flow, preventing erosion. Suitable Applications Gravel bag berms may be suitable: • As a linear sediment control measure: Below the toe of slopes and erodible slopes As sediment traps at culvert/pipe outlets Below other small cleared areas Along the perimeter of a site Down slope of exposed soil areas Around temporary stockpiles and spoil areas Parallel to a roadway to keep sediment off paved areas Along streams and channels • As a linear erosion control measure: Along the face and at grade breaks of exposed and erodible slopes to shorten slope length and spread runoff as sheet flow. November 2009 California Stormwater BMP Handbook Construction www.casqa.org SE-6 Categories EC Erosion Control ~ SE Sediment Control 0 TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment 0 Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives SE-1 Silt Fence SE-5 Fiber Roll SE-8 Sandbag Barrier SE-14 Biofilter Bags ~ CASQA C-\l tf'OR:'\:IA SrOK\1\\'An R 1 of 4 Gravel Bag Berm SE-6 At the top of slopes to divert runoff away from disturbed slopes. As chevrons (small check dams) across mildly sloped construction roads. For use check dam use in channels, see SE-4, Check Dams. Limitations • Gravel berms may be difficult to remove. • Removal problems limit their usefulness in landscaped areas. • Gravel bag berm may not be appropriate for drainage areas greater than 5 acres. • Runoff will pond upstream of the berm, possibly causing flooding if sufficient space does not exist. • Degraded gravel bags may rupture when removed, spilling contents. • Installation can be labor intensive. • Durability of gravel bags is somewhat limited and bags may need to be replaced when installation is required for longer than 6 months. • Easily damaged by construction equipment. • When used to detain concentrated flows, maintenance requirements increase. Implementation General A gravel bag berm consists of a row of open graded gravel-filled bags placed on a level contour. When appropriately placed, a gravel bag berm intercepts and slows sheet flow runoff, causing temporary ponding. The temporary ponding allows sediment to settle. The open graded gravel in the bags is porous, which allows the ponded runoff to flow slowly through the bags, releasing the runoff as sheet flows. Gravel bag berms also interrupt the slope length and thereby reduce erosion by reducing the tendency of sheet flows to concentrate into rivulets, which erode rills, and ultimately gullies, into disturbed, sloped soils. Gravel bag berms are similar to sand bag barriers, but are more porous. Generally, gravel bag berms should be used in conjunction with temporary soil stabilization controls up slope to provide effective erosion and sediment control. Design and Layout • Locate gravel bag berms on level contours. • When used for slope interruption, the following slope/ sheet flow length combinations apply: Slope inclination of 4:1 (H:V) or flatter: Gravel bags should be placed at a maximum interval of 20 ft, with the first row near the slope toe. Slope inclination between 4:1 and 2:1 (H:V): Gravel bags should be placed at a maximum interval of 15ft. (a closer spacing is more effective), with the first row near the slope toe. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Gravel Bag Berm SE-6 Slope inclination 2:1 (H:V) or greater: Gravel bags should be placed at a maximum interval of 10ft. (a closer spacing is more effective), with the first row near the slope toe. • Turn the ends of the gravel bag barriers up slope to prevent runoff from going around the berm. • Allow sufficient space up slope from the gravel bag berm to allow ponding, and to provide room for sediment storage. • For installation near the toe of the slope, gravel bag barriers should be set back from the slope toe to facilitate cleaning. Where specific site conditions do not allow for a set-back, the gravel bag barrier may be constructed on the toe of the slope. To prevent flows behind the barrier, bags can be placed perpendicular to a berm to serve as cross barriers. • Drainage area should not exceed 5 acres. • In Non-Traffic Areas: Height= 18 in. maximum Top width = 24 in. minimum for three or more layer construction Top width = 12 in. minimum for one or two layer construction Side slopes= 2:1 (H:V) or flatter • In Construction Traffic Areas: Height= 12 in. maximum Top width = 24 in. minimum for three or more layer construction. Top width = 12 in. minimum for one or two layer construction. Side slopes= 2:1 (H:V) or flatter. • Butt ends of bags tightly. • On multiple row, or multiple layer construction, overlap butt joints of adjacent row and row beneath. • Use a pyramid approach when stacking bags. Materials • Bag Material: Bags should be woven polypropylene, polyethylene or polyamide fabric or burlap, minimum unit weight of 4 ouncesjyd2 , Mullen burst strength exceeding 300 lb/in2 in conformance with the requirements in ASTM designation D3786, and ultraviolet stability exceeding 70% in conformance with the requirements in ASTM designation D4355. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 4 Gravel Bag Berm SE-6 • Bag Size: Each gravel-filled bag should have a length of 18 in., width of 12 in., thickness of 3 in., and mass of approximately 33 lbs. Bag dimensions are nominal, and may vary based on locally available materials. • Fill Material: Fill material should be 0.5 to 1 in. crushed rock, clean and free from clay, organic matter, and other deleterious material, or other suitable open graded, non-cohesive, porous gravel. Costs Material costs for gravel bags are average and are dependent upon material availability. $2.50- 3.00 per filled gravel bag is standard based upon vendor research. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Gravel bags exposed to sunlight will need to be replaced every two to three months due to degrading of the bags. • Reshape or replace gravel bags as needed. • Repair washouts or other damage as needed. • Sediment that accumulates in the BMP should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. • Remove gravel bag berms when no longer needed and recycle gravel fill whenever possible and properly dispose of bag material. Remove sediment accumulation and clean, re-grade, and stabilize the area. References Handbook of Steel Drainage and Highway Construction, American Iron and Steel Institute, 1983. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Storm water Pollution Plan Handbook, First Edition, State of California, Department of Transportation Division ofNewTechnology, Materials and Research, October 1992. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 4 Street Sweeping and Vacuuming SE-7 Description and Purpose Street sweeping and vacuuming includes use of self-propelled and walk-behind equipment to remove sediment from streets and roadways, and to clean paved surfaces in preparation for final paving. Sweeping and vacuuming prevents sediment from the project site from entering storm drains or receiving waters. Suitable Applications Sweeping and vacuuming are suitable anywhere sediment is tracked from the project site onto public or private paved streets and roads, typically at points of egress. Sweeping and vacuuming are also applicable during preparation of paved surfaces for final paving. Limitations Sweeping and vacuuming may not be effective when sediment is wet or when tracked soil is caked (caked soil may need to be scraped loose). Implementation • Controlling the number of points where vehicles can leave the site will allow sweeping and vacuuming efforts to be focused, and perhaps save money. • Inspect potential sediment tracking locations daily. • Visible sediment tracking should be swept or vacuumed on a daily basis. • Do not use kick brooms or sweeper attachments. These tend to spread the dirt rather than remove it. November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: li1 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ li1 ~ CASQA 1 of 2 Street Sweeping and Vacuuming SE-7 • If not mixed with debris or trash, consider incorporating the removed sediment back into the project Costs Rental rates for self-propelled sweepers vary depending on hopper size and duration of rental. Expect rental rates from $58/hour (3 yd3 hopper) to $88/hour (9 yd3 hopper), plus operator costs. Hourly production rates vary with the amount of area to be swept and amount of sediment. Match the hopper size to the area and expect sediment load to minimize time spent dumping. 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 intervals during the non-rainy season. • When actively in use, points of ingress and egress must be inspected daily. • When tracked or spilled sediment is observed outside the construction limits, it must be removed at least daily. More frequent removal, even continuous removal, may be required in some jurisdictions. • Be careful not to sweep up any unknown substance or any object that may be potentially hazardous. • Adjust brooms frequently; maximize efficiency of sweeping operations. • After sweeping is finished, properly dispose of sweeper wastes at an approved dumpsite. References Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Labor Surcharge and Equipment Rental Rates, State of California Department of Transportation (Caltrans), April1, 2002-March 31, 2003. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 2 Storm Drain Inlet Protection Description and Purpose Storm drain inlet protection consists of a sediment filter or an impounding area in, around or upstream of a storm drain, drop inlet, or curb inlet. Storm drain inlet protection measures temporarily pond runoff before it enters the storm drain, allowing sediment to settle. Some filter configurations also remove sediment by filtering, but usually the ponding action results in the greatest sediment reduction. Temporary geotextile storm drain inserts attach underneath storm drain grates to capture and filter storm water. Suitable Applications Every storm drain inlet receiving runoff from unstabilized or otherwise active work areas should be protected. Inlet protection should be used in conjunction with other erosion and sediment controls to prevent sediment-laden stormwater and non-stormwater discharges from entering the storm drain system. Limitations • Drainage area should not exceed 1 acre. • In general straw bales should not be used as inlet protection. • Requires an adequate area for water to pond without encroaching into portions of the roadway subject to traffic. November 2009 California Stormwater BMP Handbook Construction www.casqa.org SE-10 Categories EC SE TC WE NS Erosion Control Sediment Control Tracking Control Wind Erosion Control Non-Stormwater Management Control Waste Management and WM Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment 0 Nutrients Trash ~ Metals Bacteria Oil and Grease Organics Potential Alternatives SE-1 Silt Fence SE-5 Fiber Rolls SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-14 Biofilter Bags ~~ CASQA CM.IIOII"IA SrOft\1\VAitR 1 of 10 Storm Drain Inlet Protection SE-10 • Sediment removal may be inadequate to prevent sediment discharges in high flow conditions or if runoff is heavily sediment laden. If high flow conditions are expected, use other onsite sediment trapping techniques in conjunction with inlet protection. • Frequent maintenance is required. • Limit drainage area to 1 acre maximum. For drainage areas larger than 1 acre, runoff should be routed to a sediment-trapping device designed for larger flows. See BMPs SE-2, Sediment Basin, and SE-3, Sediment Traps. • Excavated drop inlet sediment traps are appropriate where relatively heavy flows are expected, and overflow capability is needed. Implementation General 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, Sediment Basin or SE-3, Sediment Trap and/ or used in conjunction with other drainage control, erosion control, and sediment control BMPs to protect the site. Different types of inlet protection are appropriate for different applications depending on site conditions and the type of inlet. Alternative methods are available in addition to the methods described/shown herein such as prefabricated inlet insert devices, or gutter protection devices. Design and Layout Identify existing and planned storm drain inlets that have the potential to receive sediment- laden surface runoff. Determine if storm drain inlet protection is needed and which method to use. • The key to successful and safe use of storm drain inlet protection devices is to know where runoff that is directed toward the inlet to be protected will pond or be diverted as a result of installing the protection device. Determine the acceptable location and extent of ponding in the vicinity of the drain inlet. The acceptable location and extent of ponding will influence the type and design of the 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, this is acceptable; in other cases, serious erosion or downstream property damage can be caused by these diversions. The possibility of runoff diversions will influence whether or not storm drain inlet protection is suitable; and, if suitable, the type and design of the device. • The location and extent of ponding, and the extent of diversion, can usually be controlled through appropriate placement of the inlet protection device. In some cases, moving the inlet protection device a short distance upstream of the actual inlet can provide more efficient sediment control, limit ponding to desired areas, and prevent or control diversions. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 10 Storm Drain Inlet Protection SE-10 • Six types of inlet protection are presented below. However, it is recognized that other effective methods and proprietary devices exist and may be selected. Silt Fence: Appropriate for drainage basins with less than a 5% slope, sheet flows, and flows under o.s cfs. Excavated Drop Inlet Sediment Trap: An excavated area around the inlet to trap sediment (SE-3). Gravel bag barrier: Used to create a small sediment trap upstream of inlets on sloped, paved streets. Appropriate for sheet flow or when concentrated flow may exceed o.s cfs, and where overtopping is required to prevent flooding. Block and Gravel Filter: Appropriate for flows greater than o.s cfs. Temporary Geotextile Storm drain Inserts: Different products provide different features. Refer to manufacturer details for targeted pollutants and additional features. Biofilter Bag Barrier: Used to create a small retention area upstream of inlets and can be located on pavement or soil. Biofilter bags slowly filter runoff allowing sediment to settle out. Appropriate for flows under o.s 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 structures and property. • Grates and spaces around all inlets should be sealed to prevent seepage of sediment-laden water. • Excavate sediment sumps (where needed) 1 to 2ft with 2:1 side slopes around the inlet. Installation • DI Protection Type 1-Silt Fence-Similar to constructing a silt fence; see BMP SE-1, Silt Fence. Do not place fabric underneath the inlet grate since the collected sediment may fall into the drain inlet when the fabric is removed or replaced and water flow through the grate will be blocked resulting in flooding. See typical Type 1 installation details at the end of this fact sheet. 1. Excavate a trench approximately 6 in. wide and 6 in. deep along the line of the 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. into the ground or 12 in. below the bottom of the trench. The stakes should be at least 48 in. 3. Lay fabric along bottom of trench, up side of trench, and then up stakes. See SE-1, Silt Fence, for details. The maximum silt fence height around the inlet is 24 in. 4· Staple the filter fabric (for materials and specifications, see SE-1, Silt Fence) to wooden stakes. Use heavy-duty wire staples at least 1 in. in length. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 10 Storm Drain Inlet Protection SE-10 5. Backfill the trench with gravel or compacted earth all the way around. • DI Protection Type 2 -Excavated Drop Inlet Sediment Trap -Install filter fabric fence in accordance with DI Protection Type 1. Size excavated trap to provide a minimum storage capacity calculated at the rate 67 yd3jacre of drainage area. See typical Type 2 installation details at the end of this fact sheet. • DI Protection Type 3 -Gravel bag -Flow from a severe storm should not overtop the curb. In areas of high clay and silts, use filter fabric and gravel as additional filter media. Construct gravel bags in accordance with SE-6, Gravel Bag Berm. Gravel bags should be used due to their high permeability. See typical Type 3 installation details at the end of this fact sheet. 1. Construct on gently sloping street. 2. Leave room upstream of barrier for water to pond and sediment to settle. 3. Place several layers of gravel bags-overlapping the bags and packing them tightly together. 4. Leave gap of one bag on the top row to serve as a spillway. Flow from a severe storm (e.g., 10 year storm) should not overtop the curb. • DI Protection Type 4 -Block and Gravel Filter -Block and gravel filters are suitable for curb inlets commonly used in residential, commercial, and industrial construction. See ·typical Type 4 installation details at the end of this fact sheet. 1. Place hardware cloth or comparable wire mesh with 0.5 in. openings over the drop inlet so that the wire extends a minimum of 1 ft beyond each side of the inlet structure. If more than one strip is necessary, overlap the strips. Place woven geotextile over the wire mesh. 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 stacking combinations of blocks that are 4 in., 8 in., and 12 in. wide. The row of blocks should be at least 12 in. but no greater than 24 in. high. 3. Place wire mesh over the outside vertical face (open end) of the concrete blocks to prevent stone from being washed through the blocks. Use hardware cloth or comparable wire mesh with 0.5 in. opening. 4· Pile washed stone against the wire mesh to the top ofthe blocks. Use 0.75 to 3 in. • DI Protection Type 5 -Temporary Geotextile Insert (proprietary) -Many types of temporary inserts are available. Most inserts fit underneath the grate of a drop inlet or inside of a curb inlet and are fastened to the outside of the grate or curb. These inserts are removable and many can be cleaned and reused. Installation of these inserts differs between manufacturers. Please refer to manufacturer instruction for installation of proprietary devices. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 10 Storm Drain Inlet Protection SE-10 • DI Protection Type 6 -Biofilter bags -Biofilter bags may be used as a substitute for gravel bags in low-flow situations. Biofilter bags should conform to specifications detailed in SE-14, Biofilter bags. 1. Construct in a gently sloping area. 2. Biofilter bags should be placed around inlets to intercept runoff flows. 3. All bag joints should overlap by 6 in. 4· Leave room upstream for water to pond and for sediment to settle out. 5. Stake bags to the ground as described in the following detail. Stakes may be omitted if bags are placed on a paved surface. Costs • Average annual cost for installation and maintenance of DI Type 1-4 and 6 (one year useful life) is $2oo per inlet. • Temporary geotextile inserts are proprietary and cost varies by region. These inserts can often be reused and may have greater than 1 year of use if maintained and kept undamaged. Average cost per insert ranges from $50-75 plus installation, but costs can exceed $100. This cost does not include maintenance. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Silt Fences. If the fabric becomes clogged, torn, 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. At a minimum, remove the sediment behind the fabric fence when accumulation reaches one-third the height of the fence or barrier height. • Gravel Filters. If the gravel becomes clogged with sediment, it should be carefully removed from the inlet and either cleaned or replaced. Since cleaning gravel at a construction site may be difficult, consider using the sediment-laden stone as fill 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 should be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. • Inspect and maintain temporary geotextile insert devices according to manufacturer's specifications. • Remove storm drain inlet protection once the drainage area is stabilized. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 10 Storm Drain Inlet Protection SE-10 Clean and regrade area around the inlet and clean the inside of the storm drain inlet, as it should be free of sediment and debris at the time of final inspection. References Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 10 Storm Drain Inlet Protection SE-10 ,, ... 1 II' :, -!11 • II II I t / ' . [ r II r I I A I r I 11 I ~ I -mrm - ' ' I I I 'I /,I I ttl I ---- l I I I 'I ( ) I I Ill Ill I I I I I )1 ) I I I I ,I 1\l I 'It f. II ,. I" I I I I '. I I I rl r•, • It r II r '·I II I Ill I ~ I ... , •I I). f.), ,r,l ·I ~ , II I. II• . I •'I I If I \ I •I Ill I II· I 1 1 , 111 11, · r wit· 1 '· , 11, 1 lr rt> 1 It 1 ),. •• ·r1 ' • •ttl) ,f,J ), · I • 111 tl lrrt' rl , II" I November 2009 ••• •fill I II•' l'''ll<fllll I I) 'I' • rl I 111 1"1. ·I , 1 • •I ''1'1'1' •rl•l·· wrllt • •II ··rtlr •rl···l II•·W, California Stormwater BMP Handbook Construction www .casqa .org 7 of 10 Storm Drain Inlet Protection SE-10 '.I 11·111 -,. 'II I'll <_Ill< I I II I 11 I·> I II II f II\ I Ill I 11\1111 11 < I I W\11111"1 r->1 I I >I I I·· I II·· I [-j, II II ,~I t-·Ill f, II<,. 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[,,I !1 ·[II "''''''1•1•1 I '''I, l11 tl I tf 'I I I 'I I) II ( J11 11 1 I tl 1111 I I I II , I Jt, 11 ' Ill I ' I I I' I I"' II' I I I ' ., Ill I I •' ' II ·' I" II Iilii II 11"11 I I Ill W• II' I II· •W ' 1\11"01 1"1 1''"1"'' Ill 11111··11•111• ,. Ill I 'I·· IIIII[• I,, I I ' II II' I ' I ~Ill".' I 'Ill· I I It· I• '·Ill I ' I ill I I I '"I II' I ., I II" ''11,[1,11·1·-Ill'""' Nil[, II ·til .Ill II,[' II. Will, II Ill· I I 11·1' November 2009 [ II I I 'I I I L II I I T I I [[1 II [II ',I 'II California Stormwater BMP Handbook Construction www.casqa.org 9 of 10 Storm Drain Inlet Protection SE-10 " ' I .. [ November 2009 IJI I I I I <>II I c I' I I ,, I I I II I I I· II> jiiiVVI •II .II I·' I' I I " I II I I I 'I ' I I I I "I "'II II I I II,. 'll!,,w IJ 11 I I I j' -, I 0 \ \ , ·•'>Ji l l I• 'I if \ II>II•IW•II• 'l<>ll1 WII J--I I IC' I I I ) I ~ I I I ( ) lr ( I I ( I [ I r , I' I Ill II II I I ,I AI f California Stormwater BMP Handbook Construction www .casqa .org 'I' li> I J, II 'I vV II • < I • lit • •I Wll•' lit•' It \! \I 10 of 10 Wind Erosion Control Description and Purpose Wind erosion or dust control consists of applying water or other chemical dust suppressants as necessary to prevent or alleviate dust nuisance generated by construction activities. Covering small stockpiles or areas is an alternative to applying water or other dust palliatives. California's Mediterranean climate, with a short "wet" season and a typically long, hot "dry" season, allows the soils to thoroughly dry out. During the dry season, construction activities are at their peak, and disturbed and exposed areas are increasingly subject to wind erosion, sediment tracking and dust generated by construction equipment. Site conditions and climate can make dust control more of an erosion problem than water based erosion. Additionally, many local agencies, including Air Quality Management Districts, require dust control and/ or dust control permits in order to comply with local nuisance laws, opacity laws (visibility impairment) and the requirements of the Clean Air Act. Wind erosion control is required to be implemented at all construction sites greater than 1 acre by the General Permit. Suitable Applications Most BMPs that provide protection against water-based erosion will also protect against wind-based erosion and dust control requirements required by other agencies will generally meet wind erosion control requirements for water quality protection. Wind erosion control BMPs are suitable during the following construction activities: November 2009 California Stormwater BMP Handbook Construction www.casqa.org WE-1 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category fig Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives EC-5 Soil Binders fig 0 ~ CASQA 1 of 5 Wind Erosion Control WE-1 • Construction vehicle traffic on unpaved roads • Drilling and blasting activities • Soils and debris storage piles • Batch drop from front-end loaders • Areas with unstabilized soil • Final grading/site stabilization Limitations • Watering prevents dust only for a short period (generally less than a few hours) and should be applied daily (or more often) to be effective. • Over watering may cause erosion and track-out. • Oil or oil-treated subgrade should not be used for dust control because the oil may migrate into drainageways and/ or seep into the soil. • Chemical dust suppression agents may have potential environmental impacts. Selected chemical dust control agents should be environmentally benign. • Effectiveness of controls depends on soil, temperature, humidity, wind velocity and traffic. • Chemical dust suppression agents should not be used within 100 feet of wetlands or water bodies. • Chemically treated subgrades may make the soil water repellant, interfering with long-term infiltration and the vegetation/re-vegetation of the site. Some chemical dust suppressants may be subject to freezing and may contain solvents and should be handled properly. • In compacted areas, watering and other liquid dust control measures may wash sediment or other constituents into the drainage system. • If the soil surface has minimal natural moisture, the affected area may need to be pre-wetted so that chemical dust control agents can uniformly penetrate the soil surface. Implementation Dust Control Practices Dust control BMPs generally stabilize exposed surfaces and minimize activities that suspend or track dust particles. The following table presents dust control practices that can be applied to varying site conditions that could potentially cause dust. For heavily traveled and disturbed areas, wet suppression (watering), chemical dust suppression, gravel asphalt surfacing, temporary gravel construction entrances, equipment wash-out areas, and haul truck covers can be employed as dust control applications. Permanent or temporary vegetation and mulching can be employed for areas of occasional or no construction traffic. Preventive measures include minimizing surface areas to be disturbed, limiting onsite vehicle traffic to 15 mph or less, and controlling the number and activity of vehicles on a site at any given time. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 5 Wind Erosion Control WE-1 Chemical dust suppressants include: mulch and fiber based dust palliatives (e.g. paper mulch with gypsum binder), salts and brines (e.g. calcium chloride, magnesium chloride), non- petroleum based organics (e.g. vegetable oil, lignosulfonate), petroleum based organics (e.g. asphalt emulsion, dust oils, petroleum resins), synthetic polymers (e.g. polyvinyl acetate, vinyls, acrylic), clay additives (e.g. bentonite, montimorillonite) and electrochemical products (e.g. enzymes, ionic products). Dust Control Practices Site Wet Chemical Gravel Temporary Gravel Condition Permanent Mulching Suppression Dust Construction Synthetic Vegetation or Entrances/Equipment Covers (Watering) Suppression Asphalt Wash Down Disturbed Areas not X X X X X Subject to Traffic Disturbed AreQS X X X X Subject to Traffic Material X X X X Stoekpiles Demolition X X X Clearlngf X X Excavation Truck Traffic on X X X X X Unpaved Roads Tracking X X Additional preventive measures include: • Schedule construction activities to minimize exposed area (see EC-1, Scheduling). • Quickly treat exposed soils using water, mulching, chemical dust suppressants, or stone/ gravel layering. • Identify and stabilize key access points prior to commencement of construction. • Minimize the impact of dust by anticipating the direction of prevailing winds. Minimize Extent of Disturbed Area X X X X • Restrict construction traffic to stabilized roadways within the project site, as practicable. • Water should be applied by means of pressure-type distributors or pipelines equipped with a spray system or hoses and nozzles that will ensure even distribution. • All distribution equipment should be equipped with a positive means of shutoff. • Unless water is applied by means of pipelines, at least one mobile unit should be available at all times to apply water or dust palliative to the project. • If reclaimed waste water is used, the sources and discharge must meet California Department of Health Services water reclamation criteria and the Regional Water Quality November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 5 Wind Erosion Control WE-1 Control Board (RWQCB) requirements. Non-potable water should not be conveyed in tanks or drain pipes that will be used to convey potable water and there should be no connection between potable and non-potable supplies. Non-potable tanks, pipes, and other conveyances should be marked, "NON-POTABLE WATER-DO NOT DRINK." • Pave or chemically stabilize access points where unpaved traffic surfaces adjoin paved roads. • Provide covers for haul trucks transporting materials that contribute to dust. • Provide for rapid clean up of sediments deposited on paved roads. Furnish stabilized construction road entrances and wheel wash areas. • Stabilize inactive areas of construction sites using temporary vegetation or chemical stabilization methods. For chemical stabilization, there are many products available for chemically stabilizing gravel roadways and stockpiles. If chemical stabilization is used, the chemicals should not create any adverse effects on stormwater, plant life, or groundwater and should meet all applicable regulatory requirements. Costs Installation costs for water and chemical dust suppression vary based on the method used and the length of effectiveness. Annual costs may be high since some of these measures are effective for only a few hours to a few days. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspeeted weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Check areas protected to ensure coverage. • Most water-based dust control measures require frequent application, often daily or even multiple times per day. Obtain vendor or independent information on longevity of chemical dust suppressants. References Best Management Practices and Erosion Control Manual for Construction Sites, Flood Control District of Maricopa County, Arizona, September 1992. California Air Pollution Control Laws, California Air Resources Board, updated annually. Construction Manual, Chapter 4, Section 10, "Dust Control"; Section 17, "Watering"; and Section 18, "Dust Palliative", California Department of Transportation (Caltrans), July 2001. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 5 Wind Erosion Control WE-1 Prospects for Attaining the State Ambient Air Quality Standards for Suspended Particulate Matter (PMw), Visibility Reducing Particles, Sulfates, Lead, and Hydrogen Sulfide, California Air Resources Board, April1991. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 5 Stabilized Construction Entrance/ Exit TC-1 ~ Description and Purpose A stabilized construction access is defined by a point of entrance/ exit to a construction site that is stabilized to reduce the tracking of mud and dirt onto public roads by construction vehicles. Suitable Applications Use at construction sites: • Where dirt or mud can be tracked onto public roads. • Adjacent to water bodies. • Where poor soils are encountered. • Where dust is a problem during dry weather conditions. Limitations • Entrances and exits require periodic top dressing with additional stones. • This BMP should be used in conjunction with street sweeping on adjacent public right of way. • Entrances and exits should be constructed on level ground only. • Stabilized construction entrances are rather expensive to construct and when a wash rack is included, a sediment trap of some kind must also be provided to collect wash water November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ ~ 0 ~ CASQA 1 of 6 Stabilized Construction Entrance/ Exit TC-1 runoff. I m pi em entation General A stabilized construction entrance is a pad of aggregate underlain with filter cloth located at any point where traffic will be entering or leaving a construction site to or from a public right of way, street, alley, sidewalk, or parking area. The purpose of a stabilized construction entrance is to reduce or eliminate the tracking of sediment onto public rights of way or streets. Reducing tracking of sediments and other pollutants onto paved roads helps prevent deposition of sediments into local storm drains and production of airborne dust. Where traffic will be entering or leaving the construction site, a stabilized construction 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 construction sites. Stabilized construction entrances are moderately effective in removing sediment from equipment leaving a construction site. The entrance should be built on level ground. Advantages of the Stabilized Construction Entrance/Exit is that it does remove some sediment from equipment and serves to channel construction traffic in and out of the site at specified locations. Efficiency is greatly increased when a washing rack is included as part of a stabilized construction entrance/ exit. Design and Lay out • Construct on level ground where possible. • Select 3 to 6 in. diameter stones. • Use minimum depth of stones of 12 in. or as recommended by soils engineer. • Construct length of so ft minimum, and 30 ft minimum width. • Rumble racks constructed of steel panels with ridges and installed in the stabilized entrance/ exit will help remove additional sediment and to keep adjacent streets clean. • Provide ample turning 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 construction entrance/exit to prevent runoff from leaving the construction site. • Route runoff from stabilized entrances/exits through a sediment trapping device before discharge. • Design stabilized entrance/ exit to support heaviest vehicles and equipment that will use it. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 2 of 6 Stabilized Construction Entrance/ Exit TC-1 • Select construction access stabilization (aggregate, asphaltic concrete, concrete) based on longevity, required performance, and site conditions. Do not use asphalt concrete (AC) grindings for stabilized construction access/roadway. • If 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 smaller than 6 in. should be used. • Designate combination or single purpose entrances and exits to the construction site. • Require that all employees, subcontractors, and suppliers utilize the stabilized construction 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 stabilized construction 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, inspect weekly during the rainy season and of two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect local roads adjacent to the site daily. Sweep or vacuum to remove visible accumulated sediment. • Remove aggregate, separate and dispose of sediment if construction entrance/ exit is clogged with sediment. • Keep all temporary roadway ditches clear. • 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 filter fabric at completion of construction Costs Average annual cost for installation and maintenance may vary from $1,200 to $4,800 each, averaging $2,400 per entrance. Costs will increase with addition of washing rack, and sediment trap. With wash rack, costs range from $1,200-$6,ooo each, averaging $3,600 per entrance. References Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 6 Stabilized Construction Entrance/ Exit TC-1 National Management Measures to Control Nonpoint Source Pollution from Urban Areas, US EPA Agency, 2002. Proposed Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Waters, Work Group Working Paper, USEPA, Apri11992. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management ofthe Puget Sound Basin, Technical Manual, Publication #91-75, Washington State Department of Ecology, February 1992. Virginia Erosion and Sedimentation Control Handbook, Virginia Department of Conservation and Recreation, Division of Soil and Water Conservation, 1991. Guidance Specifying Management Measures for Nonpoint Pollution in Coastal Waters, EPA 840-B-9-002, USEPA, Office ofWater, Washington, DC, 1993. Water Quality Management Plan for the Lake Tahoe Region, Volume II, Handbook of Management Practices, Tahoe Regional Planning Agency, November 1988. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 6 Stabilized Construction Entrance/ Exit TC-1 I I lil ,, Ill It( ' ~I I I: ' L I ~' f, tl• It I .I til' I I •l<t<f, November 2009 , I • I I :-' t "I ' J ( ~ ~ \ I,, ( Til)/[ II f , r 11 1 rL I 11( I I I I I I I II ,f I It• Ill ,~,I I I II• 'I I I I'll Ill 1'1 I I ,ftt II<'(,, f,, II I (1 I' II I I I I )II II I I It I If I 1111'1 <I·· .I• I r, ·11 11 , "1 , 11 r•1r . , . Ill I I I 'I II• ., ··I< 'I I '<1 l lvlttl 'I( '"Ill I till'~ lit·· I ((l IIIII I• I •'(Ill {I[( Ill 1<11 'II I (I I·· -I' ,_ l·t 1/ I Ill I' I I II I I'' ) I I II II It I (I I I •I I I ·lit I I I. Itt ' ' vVIti IP-'•/f'( I' 'II >'Ill·( I 'l !\I I I I [' . California Stormwater BMP Handbook Construction www.casqa.org Wi< I ill I I I '''II Ill< .,f (,I 1(1 t I •Ill "f,tl 1(111 (I Ill ill' I 11 11 r,, 5 of 6 Stabilized Construction Entrance/ Exit TC-1 I! II' I ' I' I 'I ' ' I' II t ' I I ' . II ' 'I ill 111··1 I I Ill I· lv~ II I . Ill 1! • ' "Ill• I WI ' ·I ,, 'I ill,_., I I ' 'I I I !lr, ~-'! I I /11 It-I "I .L I I II 1// L: II I . II' ' I I' I' II I I II ' )I '. tl' I Ill• 1ll• I 1ft• ill I, .. ~Jiill. II II I "lit,., w I ' "·· 1 f ., I I ' ,~ • 1 , ' • 1! '·r1• 1111 , 1 I It II I Iiiii· I I I •II II• I ,j I II''' IIi 1[/ / Ji• ,I All II Ill• Ill I ,, I• )lilt d 'II' I• I· II J, ··I I' tll•·l lltllll•il II· I· I·· Ill I ,, II I II II ,.. IIIII": f I ' II I • I I It IJ I Ill I ' II 1•'111 II 11'1'"' I ·I,,,,,. L I I II I I l 1l , I '' / ,, I ''< '• I 1 ; ~ •i <: 1 1'{ I ,J, I J \ II II' I II I 'I' ., I I " II -I ill 'I 1)1 ( 111111 '" It') Ill" I I 11 I t• "I' tl •" I II II •lllfl• IJ• tl···l ., 'I It I lvl II • J, I I .Ill 'I I •1<1 J,. November 2009 ' I ' IIIII I • '.it' 111111 111111 IIIII•' IIi•• 'II• 111111•"1<-'11• ,. "I til•' 1•11 I'' I '~>II .1111• It• II v• ill• 1,, Iii•,, Will• ii•'J''i •II• •11··1 I 'I J\ I I II I· California Stormwater BMP Handbook Construction www.casqa.org II I tilt• witt• I' 'II , .. ,t. I I.' f,, ··I 6 of 6 Entrance/ Outlet Tire Wash Description and Purpose A tire wash is an area located at stabilized construction access points to remove sediment from tires and under carriages and to prevent sediment from being transported onto public roadways. Suitable Applications Tire washes may be used on construction sites where dirt and mud tracking onto public roads by construction vehicles may occur. Limitations • The tire wash requires a supply of wash water. • A turnout or doublewide exit is required to avoid having entering vehicles drive through the wash area. • Do not use where wet tire trucks leaving the site leave the road dangerously slick. Implementation • Incorporate with a stabilized construction entrance/exit. See TC-1, Stabilized Construction Entrance/Exit. • Construct on level ground when possible, on a pad of coarse aggregate greater than 3 in. but smaller than 6 in. A geotextile fabric should be placed below the aggregate. • Wash rack should be designed and constructed/manufactured for anticipated traffic loads. November 2009 California Stormwater BMP Handbook Construction www.casqa.org TC-3 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives TC-1 Stabilized Construction Entrance/Exit ~ 0 ~~ CASQA CAURlR~tA S1'0RMWAftiP. 1 of 3 Entrance/ Outlet Tire Wash TC-:3 ---------------------------------------------------------------------------- • Provide a drainage ditch that will convey the runoff from the wash area to a sediment trapping device. The drainage ditch should be of sufficient grade, width, and depth to carry the wash runoff. • Use hoses with automatic shutoff nozzles to prevent hoses from being left on. • Require that all employees, subcontractors, and others that leave the site with mud caked tires and undercarriages to use the wash facility. • Implement SC-7, Street Sweeping and Vacuuming, as needed. Costs Costs are low for installation of wash rack. 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 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. • Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur. • Remove accumulated sediment in wash rack and/ or sediment trap to maintain system performance. • Inspect routinely for damage and repair as needed. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Non point Source Pollution Control Program, 1995· Coastal Non point Pollution Control Program; Program Development and Approval Guidance, Working Group, Working Paper; USEPA, April1992. Manual of Standards of Erosion and Sediment Control Measures, Association of Bay Area Governments, May 1995. Stormwater Quality Handbooks Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Storm water Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org Entrance/ Outlet Tire Wash I . ., lv1111 . I II I I' I " ., tf I· I I I I 1 I I ,, . 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I I November 2009 1 1t'lr AI Ill I l W\' .II 111 1 r T1 1 .1 1\1 l California Stormwater BMP Handbook Construction www.casqa.org TC-3 3 of 3 Water Conservation Practices NS-·1 -------------------------------------------------------------------------------- Description and Purpose Water conservation practices are activities that use water during the construction of a project in a manner that avoids causing erosion and the transport of pollutants offsite. These practices can reduce or eliminate non-stormwater discharges. Suitable Applications Water conservation practices are suitable for all construction sites where water is used, including piped water, metered water, trucked water, and water from a reservoir. Limitations • None identified. Implementation • Keep water equipment in good working condition. • Stabilize water truck filling area. • Repair water leaks promptly. • Washing of vehicles and equipment on the construction site is discouraged. • Avoid using water to clean construction areas. If water must be used for cleaning or surface preparation, surface should be swept and vacuumed first to remove dirt. This will minimize amount of water required. • Direct construction water runoff to areas where it can soak Categories EC Erosion Control IE! SE Sediment Control IE! TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control Waste Management and WM Materials Pollution Control Legend: 0 Primary Objective IE! Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None -------------------------------------------------------------------------------November 2009 California Stormwater BMP Handbook Construction www .casqa .org 1 of 2 Water Conservation Practices NS-1 into the ground or be collected and reused. • Authorized non-stormwater discharges to the storm drain system, channels, or receiving waters are acceptable with the implementation of appropriate BMPs. • Lock water tank valves to prevent unauthorized use. Costs The cost is small to none compared to the benefits of conserving water. Inspection and Maintenance • Inspect and verify that activity based BMPs are in place prior to the commencement of authorized non-stormwater discharges. • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges are occuring. • Repair water equipment as needed to prevent unintended discharges. Water trucks Water reservoirs (water buffalos) Irrigation systems Hydrant connections References Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Cal trans), November 2000. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 2 Paving and Grinding Operations ---------------------------------------------------------------------------- NS-:3 Description and Purpose Prevent or reduce the discharge of pollutants from paving operations, using measures to prevent runon and runoff pollution, properly disposing of wastes, and training employees and subcontractors. The General Permit incorporates Numeric Effluent Limits (NEL) and Numeric Action Levels (NAL) for pH and turbidity (see Section 2 ofthis handbook to determine your project's risk level and if you are subject to these requirements). Many types of construction materials associated with paving and grinding operations, including mortar, concrete, and cement and their associated wastes have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with storm water flows, which could lead to exceedances of the General Permit requirements. Suitable Applications These procedures are implemented where paving, surfacing, resurfacing, or sawcutting, may pollute stormwater runoff or discharge to the storm drain system or watercourses. Limitations • Paving opportunities may be limited during wet weather. • Discharges of freshly paved surfaces may raise pH to environmentally harmful levels and trigger permit violations. Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 ~ ~ CASQA ----------------------------------------------------------------------------November 2009 California Stormwater BMP Handbook Construction www.casqa.org 1 of 5 Paving and Grinding Operations NS-3 Implementation General • Avoid paving during the wet season when feasible. • Reschedule paving and grinding activities if rain is forecasted. • Train employees and sub-contractors in pollution prevention and reduction. • Store materials away from drainage courses to prevent stormwater runon (see WlVI-1, Material Delivery and Storage). • Protect drainage courses, particularly in areas with a grade, by employing BMPs to divert runoff or to trap and filter sediment. • Stockpile material removed from roadways away from drain inlets, drainage ditches, and watercourses. These materials should be stored consistent with WlVI -3, Stockpile Management. • Disposal of PCC (Portland cement concrete) and AC (asphalt concrete) waste should be in conformance with Wl\II-8, Concrete Waste Management. Saw Cutting, Grinding, and Pavement Removal • Shovel or vacuum saw-cut slurry and remove from site. Cover or barricade storm drains during saw cutting to contain slurry. • When paving involves AC, the following steps should be implemented to prevent the discharge of grinding residue, uncompacted or loose AC, tack coats, equipment cleaners, or unrelated paving materials: AC grindings, pieces, or chunks used in embankments or shoulder backing should not be allowed to enter any storm drains or watercourses. Install inlet protection and perimeter controls until area is stabilized (i.e. cutting, grinding or other removal activities are complete and loose material has been properly removed and disposed of)or permanent controls are in place. Examples of temporary perimeter controls can be found in EC-9, Earth Dikes and Drainage Swales; SE-1, Silt Fence; SE-5, Fiber Rolls, or SE-13 Compost Socks and Berms Collect and remove all broken asphalt and recycle when practical. Old or spilled asphalt should be recycled or disposed of properly. • Do not allow saw-cut slurry to enter storm drains or watercourses. Residue from grinding operations should be picked up by a vacuum attachment to the grinding machine, or by sweeping, should not be allowed to flow across the pavement, and should not be left on the surface ofthe pavement. See also WlVI-8, Concrete Waste Management, and Wl\II-10, Liquid Waste Management. • Pavement removal activities should not be conducted in the rain. • Collect removed pavement material by mechanical or manual methods. This material may be recycled for use as shoulder backing or base material. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 5 NS-:3 Paving and Grinding Operations ---------------------------------------------------------------------------- • If removed pavement material cannot be recycled, transport the material back to an approved storage site. Asphaltic Concrete Paving • If paving involves asphaltic cement concrete, follow these steps: Do not allow sand or gravel placed over new asphalt to wash into storm drains, streets, or creeks. Vacuum or sweep loose sand and gravel and properly dispose of this waste by referring to WM-5, Solid Waste Management. Old asphalt should be disposed of properly. Collect and remove all broken asphalt from the site and recycle whenever possible. Portland Cement Concrete Paving • Do not wash sweepings from exposed aggregate concrete into a storm drain system. Collect waste materials by dry methods, such as sweeping or shoveling, and return to aggregate base stockpile or dispose of properly. Allow aggregate rinse to settle. Then, either allow rinse water to dry in a temporary pit as described in WM-8, Concrete Waste Management, or pump the water to the sanitary sewer if authorized by the local wastewater authority. Sealing Operations • During chip seal application and sweeping operations, petroleum or petroleum covered aggregate should not be allowed to enter any storm drain or water courses. Apply temporary perimeter controls until structure is stabilized (i.e. all sealing operations are complete and cured and loose materials have been properly removed and disposed). • Inlet protection (SE-10, Storm Drain Inlet Protection) should be used during application of seal coat, tack coat, slurry seal, and fog seal. • Seal coat, tack coat, slurry seal, or fog seal should not be applied if rainfall is predicted to occur during the application or curing period. Paving Equipment • Leaks and spills from paving equipment can contain toxic levels of heavy metals and oil and grease. Place drip pans or absorbent materials under paving equipment when not in use. Clean up spills with absorbent materials and dispose of in accordance with the applicable regulations. See NS-10, Vehicle and Equipment Maintenance, WM-4, Spill Prevention and Control, and WM-10, Liquid Waste Management. • Substances used to coat asphalt transport trucks and asphalt spreading equipment should not contain soap and should be non-foaming and non-toxic. • Paving equipment parked onsite should be parked over plastic to prevent soil contamination. • Clean asphalt coated equipment offsite whenever possible. When cleaning dry, hardened asphalt from equipment, manage hardened asphalt debris as described in WM -5, Solid Waste Management. Any cleaning onsite should follow NS-8, Vehicle and Equipment Cleaning. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 5 Paving and Grinding Operations NS-3 Thermoplastic Striping • Thermoplastic striper and pre-heater equipment shutoff valves should be inspected to ensure that they are working properly to prevent leaking thermoplastic from entering drain inlets, the stormwater drainage system, or watercourses. • Pre-heaters should be filled carefully to prevent splashing or spilling of hot thermoplastic. Leave six inches of space at the top of the pre-heater container when filling thermoplastic to allow room for material to move. • Do not pre-heat, transfer, or load thermoplastic near drain inlets or watercourses. • Clean truck beds daily of loose debris and melted thermoplastic. When possible, recycle thermoplastic material. Raised/Recessed Pavement Marker Application and Removal • Do not transfer or load bituminous material near drain inlets, the stormwater drainage system, or watercourses. • Melting tanks should be loaded with care and not filled to beyond six inches from the top to leave room for splashing. • When servicing or filling melting tanks, ensure all pressure is released before removing lids to avoid spills. • On large-scale projects, use mechanical or manual methods to collect excess bituminous material from the roadway after removal of markers. 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 paving and grinding operations. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Sample stormwater runoff required by the General Permit. • Keep ample supplies of drip pans or absorbent materials onsite. • Inspect and maintain machinery regularly to minimize leaks and drips. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 5 Paving and Grinding Operations NS-3 Hot Mix Asphalt-Paving Handbook AC 150/5370-14, Appendix I, U.S. Army Corps of Engineers, July 1991. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Cal trans), March 2003. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 5 Illicit Connection/ Discharge ·' ·' / Description and Purpose Procedures and practices designed for construction contractors to recognize illicit connections or illegally dumped or discharged materials on a construction site and report incidents. Suitable Applications This best management practice (BMP) applies to all construction projects. Illicit connection/ discharge and reporting is applicable anytime an illicit connection or discharge is discovered or illegally dumped material is found on the construction site. Limitations Illicit connections and illegal discharges or dumping, for the purposes of this BMP, refer to discharges and dumping caused by parties other than the contractor. If pre-existing hazardous materials or wastes are known to exist onsite, they should be identified in the SWPPP and handled as set forth in the SWPPP. I m pie mentation Planning • Review the SWPPP. Pre-existing areas of contamination should be identified and documented in the SWPPP. • Inspect site before beginning the job for evidence of illicit connections, illegal dumping or discharges. Document any pre-existing conditions and notify the owner. • Inspect site regularly during project execution for evidence November 2009 California Stormwater BMP Handbook Construction www.casqa.org NS-6 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment 0 Nutrients 0 Trash 0 Metals 0 Bacteria 0 Oil and Grease 0 Organics 0 Potential Alternatives None ~ CASQA CAUFOK:XIA STORMWArtR 1 of 3 Illicit Connection/ Discharge NS-6 of illicit connections, illegal dumping or discharges. • Observe site perimeter for evidence for potential of illicitly discharged or illegally dumped material, which may enter the job site. Identification of Illicit Connections and Illegal Dumping or Discharges • General-unlabeled and unidentifiable material should be treated as hazardous. • Solids -Look for debris, or rubbish piles. Solid waste dumping often occurs on roadways with light traffic loads or in areas not easily visible from the traveled way. • Liquids -signs of illegal liquid dumping or discharge can include: Visible signs of staining or unusual colors to the pavement or surrounding adjacent soils Pungent odors coming from the drainage systems Discoloration or oily substances in the water or stains and residues detained within ditches, channels or drain boxes Abnormal water flow during the dry weather season • Urban Areas-Evidence of illicit connections or illegal discharges is typically detected at storm drain outfall locations or at manholes. Signs of an illicit connection or illegal discharge can include: Abnormal water flow during the dry weather season Unusual flows in sub drain systems used for dewatering Pungent odors coming from the drainage systems Discoloration or oily substances in the water or stains and residues detained within ditches, channels or drain boxes Excessive sediment deposits, particularly adjacent to or near active offsite construction projects • Rural Areas -Illicit connections or illegal discharges involving irrigation drainage ditches are detected by visual inspections. Signs of an illicit discharge can include: Abnormal water flow during the non-irrigation season Non -standard junction structures Broken concrete or other disturbances at or near junction structures Reporting Notify the owner of any illicit connections and illegal dumping or discharge incidents at the time of discovery. For illicit connections or discharges to the storm drain system, notify the local stormwater management agency. For illegal dumping, notify the local law enforcement agency. Cleanup and Removal The responsibility for cleanup and removal of illicit or illegal dumping or discharges will vary by location. Contact the local stormwater management agency for further information. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Illicit Connection/ Discharge NS-6 Costs Costs to look for and report illicit connections and illegal discharges and dumping are low. The best way to avoid costs associated with illicit connections and illegal discharges and dumping is to keep the project perimeters secure to prevent access to the site, to observe the site for vehicles that should not be there, and to document any waste or hazardous materials that exist onsite before taking possession of the site. 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 BMP are under way, inspect weekly during the rainy season and at two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect the site regularly to check for any illegal dumping or discharge. • Prohibit employees and subcontractors from disposing of non-job related debris or materials at the construction site. • Notify the owner of any illicit connections and illegal dumping or discharge incidents at the time of discovery. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Potable Water/ Irrigation Description and Purpose --~'\rr }#d Potable Water /Irrigation consists of practices and procedures to manage the discharge of potential pollutants generated during discharges from irrigation water lines, landscape irrigation, lawn or garden watering, planned and unplanned discharges from potable water sources, water line flushing, and hydrant flushing. Suitable Applications Implement this BMP whenever potable water or irrigation water discharges occur at or enter a construction site. Limitations None identified. Implementation • Direct water from offsite sources around or through a construction site, where feasible, in a way that minimizes contact with the construction site. • Discharges from water line flushing should be reused for landscaping purposes where feasible. • Shut off the water source to broken lines, sprinklers, or valves as soon as possible to prevent excess water flow. • Protect downstream stormwater drainage systems and watercourses from water pumped or bailed from trenches excavated to repair water lines. • Inspect irrigated areas within the construction limits for November 2009 California Stormwater BMP Handbook Construction www .casqa .org NS-7 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective lEI Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 ~ CASQA 1 of 2 Potable Water/ Irrigation NS-7 excess watering. Adjust watering times and schedules to ensure that the appropriate amount of water is being used and to minimize runoff. Consider factors such as soil structure, grade, time of year, and type of plant material in determining the proper amounts of water for a specific area. Costs Cost to manage potable water and irrigation are low and generally considered to be a normal part of related activities. 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 BMP are under way, inspect weekly during the rainy season and at two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. • Repair broken water lines as soon as possible. • Inspect irrigated areas regularly for signs of erosion and/ or discharge. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 2 Vehicle and Equipment Cleaning NS-8 Description and Purpose Vehicle and equipment cleaning procedures and practices eliminate or reduce the discharge of pollutants to stormwater from vehicle and equipment cleaning operations. Procedures and practices include but are not limited to: using offsite facilities; washing in designated, contained areas only; eliminating discharges to the storm drain by infiltrating the wash water; and training employees and subcontractors in proper cleaning procedures. Suitable Applications These procedures are suitable on all construction sites where vehicle and equipment cleaning is performed. limitations Even phosphate-free, biodegradable soaps have been shown to be toxic to fish before the soap degrades. Sending vehicles/equipment offsite should be done in conjunction with TC-1, Stabilized Construction Entrance/Exit. I m pi em entation Other options to washing equipment onsite include contracting with either an offsite or mobile commercial washing business. These businesses may be better equipped to handle and dispose of the wash waters properly. Performing this work offsite can also be economical by eliminating the need for a separate washing operation onsite. If washing operations are to take place onsite, then: November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 ~ CASQA C\IJH1R'.ltA ~lC)R\H\IAtfR 1 of 3 Vehicle and Equipment Cleaning NS-8 • Use phosphate-free, biodegradable soaps. • Educate employees and subcontractors on pollution prevention measures. • Do not permit steam cleaning onsite. Steam cleaning can generate significant pollutant concentrates. • Cleaning of vehicles and equipment with soap, solvents or steam should not occur on the project site unless resulting wastes are fully contained and disposed of. Resulting wastes should not be discharged or buried, and must be captured and recycled or disposed according to the requirements ofWM-10, Liquid Waste Management or WM-6, Hazardous Waste Management, depending on the waste characteristics. Minimize use of solvents. Use of diesel for vehicle and equipment cleaning is prohibited. • All vehicles and equipment that regularly enter and leave the construction site must be cleaned offsite. • When vehicle and equipment washing and cleaning must occur onsite, and the operation cannot be located within a structure or building equipped with appropriate disposal facilities, the outside cleaning area should have the following characteristics: Located away from storm drain inlets, drainage facilities, or watercourses Paved with concrete or asphalt and bermed to contain wash waters and to prevent runon and runoff Configured with a sump to allow collection and disposal of wash water No discharge of wash waters to storm drains or watercourses Used only when necessary • When cleaning vehicles and equipment with water: Costs Use as little water as possible. High-pressure sprayers may use less water than a hose and should be considered Use positive shutoff valve to minimize water usage Facility wash racks should discharge to a sanitary sewer, recycle system or other approved discharge system and must not discharge to the storm drainage system, watercourses, or to groundwater Cleaning vehicles and equipment at an offsite facility may reduce overall costs for vehicle and equipment cleaning by eliminating the need to provide similar services onsite. When onsite cleaning is needed, the cost to establish appropriate facilities is relatively low on larger, long- duration projects, and moderate to high on small, short-duration projects. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Vehicle and Equipment Cleaning NS-8 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 BMP are under way, inspect weekly during the rainy season and at two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. • Inspection and maintenance is minimal, although some berm repair may be necessary. • Monitor employees and subcontractors throughout the duration of the construction project to ensure appropriate practices are being implemented. • Inspect sump regularly and remove liquids and sediment as needed. • Prohibit employees and subcontractors from washing personal vehicles and equipment on the construction site. References Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Swisher, R.D. Surfactant Biodegradation, Marcel Decker Corporation, 1987. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Vehicle and Equipment Fueling NS-9 Description and Purpose Vehicle equipment fueling procedures and practices are designed to prevent fuel spills and leaks, and reduce or eliminate contamination of stormwater. This can be accomplished by using offsite facilities, fueling in designated areas only, enclosing or covering stored fuel, implementing spill controls, and training employees and subcontractors in proper fueling procedures. Suitable Applications These procedures are suitable on all construction sites where vehicle and equipment fueling takes place. Limitations Onsite vehicle and equipment fueling should only be used where it is impractical to send vehicles and equipment offsite for fueling. Sending vehicles and equipment offsite should be done in conjunction with TC-1, Stabilized Construction Entrance/ Exit. Implementation • Use offsite fueling stations as much as possible. These businesses are better equipped to handle fuel and spills properly. Performing this work offsite can also be economical by eliminating the need for a separate fueling area at a site. • Discourage "topping-off' of fuel tanks. • Absorbent spill cleanup materials and spill kits should be available in fueling areas and on fueling trucks, and should November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 ~ CASQA C\UFORSIA STORMWATfR 1 of 3 Vehicle and Equipment Fueling NS-9 be disposed of properly after use. • Drip pans or absorbent pads should be used during vehicle and equipment fueling, unless the fueling is performed over an impermeable surface in a dedicated fueling area. • Use absorbent materials on small spills. Do not hose down or bury the spill. Remove the adsorbent materials promptly and dispose of properly. • Avoid mobile fueling of mobile construction equipment around the site; rather, transport the equipment to designated fueling areas. With the exception of tracked equipment such as bulldozers and large excavators, most vehicles should be able to travel to a designated area with little lost time. • Train employees and subcontractors in proper fueling and cleanup procedures. • When fueling must take place onsite, designate an area away from drainage courses to be used. Fueling areas should be identified in the SWPPP. • Dedicated fueling areas should be protected from stormwater runon and runoff, and should be located at least so ft away from downstream drainage facilities and watercourses. Fueling must be performed on level-grade areas. • Protect fueling areas with berms and dikes to prevent runon, runoff, and to contain spills. • Nozzles used in vehicle and equipment fueling should be equipped with an automatic shutoff to control drips. Fueling operations should not be left unattended. • Use vapor recovery nozzles to help control drips as well as air pollution where required by Air Quality Management Districts (AQMD). • Federal, state, and local requirements should be observed for any stationary above ground storage tanks. Costs • All of the above measures are low cost except for the capital costs of above ground tanks that meet all local environmental, zoning, and fire codes. Inspection and Maintenance • Vehicles and equipment should be inspected each day of use for leaks. Leaks should be repaired immediately or problem vehicles or equipment should be removed from the project site. • Keep ample supplies of spill cleanup materials onsite. • Immediately clean up spills and properly dispose of contaminated soil and cleanup materials. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Vehicle and Equipment Fueling NS-9 References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Coastal Non point Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, Apri11992. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Vehicle & Equipment Maintenance NS-1 0 Description and Purpose Prevent or reduce the contamination of stormwater resulting from vehicle and equipment maintenance by running a "dry and clean site". The best option would be to perform maintenance activities at an offsite facility. If this option is not available then work should be performed in designated areas only, while providing cover for materials stored outside, checking for leaks and spills, and containing and cleaning up spills immediately. Employees and subcontractors must be trained in proper procedures. Suitable Applications These procedures are suitable on all construction projects where an onsite yard area is necessary for storage and maintenance of heavy equipment and vehicles. Limitations Onsite vehicle and equipment maintenance should only be used where it is impractical to send vehicles and equipment offsite for maintenance and repair. Sending vehicles/equipment offsite should be done in conjunction with TC-1, Stabilized Construction Entrance/Exit. Outdoor vehicle or equipment maintenance is a potentially significant source of stormwater pollution. Activities that can contaminate stormwater include engine repair and service, changing or replacement of fluids, and outdoor equipment storage and parking (engine fluid leaks). For further information on vehicle or equipment servicing, see NS-8, Vehicle and Equipment Cleaning, and NS-9, Vehicle and November 2009 California Stormwater BMP Handbook Construction www .casqa .org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment 0 Nutrients 0 Trash 0 Metals Bacteria Oil and Grease 0 Organics 0 Potential Alternatives None ~ CASQA 1 of 4 Vehicle & Equipment Maintenance NS-1 0 Equipment Fueling. Implementation • Use offsite repair shops as much as possible. These businesses are better equipped to handle vehicle fluids and spills properly. Performing this work offsite can also be economical by eliminating the need for a separate maintenance area. • If maintenance must occur onsite, use designated areas, located away from drainage courses. Dedicated maintenance areas should be protected from stormwater runon and runoff, and should be located at least so ft from downstream drainage facilities and watercourses. • Drip pans or absorbent pads should be used during vehicle and equipment maintenance work that involves fluids, unless the maintenance work is performed over an impermeable surface in a dedicated maintenance area. • Place a stockpile of spill cleanup materials where it will be readily accessible. • All fueling trucks and fueling areas are required to have spill kits and/ or use other spill protection devices. • Use adsorbent materials on small spills. Remove the absorbent materials promptly and dispose of properly. • Inspect onsite vehicles and equipment daily at startup for leaks, and repair immediately. • Keep vehicles and equipment clean; do not allow excessive build-up of oil and grease. • Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions, automotive batteries, hydraulic and transmission fluids. Provide secondary containment and covers for these materials if stored onsite. • Train employees and subcontractors in proper maintenance and spill cleanup procedures. • Drip pans or plastic sheeting should be placed under all vehicles and equipment placed on docks, barges, or other structures over water bodies when the vehicle or equipment is planned to be idle for more than 1 hour. • For long-term projects, consider using portable tents or covers over maintenance areas if maintenance cannot be performed offsite. • Consider use of new, alternative greases and lubricants, such as adhesive greases, for chassis lubrication and fifth-wheel lubrication. • Properly dispose of used oils, fluids, lubricants, and spill cleanup materials. • Do not place used oil in a dumpster or pour into a storm drain or watercourse. • Properly dispose of or recycle used batteries. • Do not bury used tires. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Vehicle & Equipment Maintenance NS-1 0 • Repair leaks of fluids and oil immediately. Listed below is further information if you must perform vehicle or equipment maintenance onsite. Safer Alternative Products • Consider products that are less toxic or hazardous than regular products. These products are often sold under an "environmentally friendly" label. • Consider use of grease substitutes for lubrication of truck fifth-wheels. Follow manufacturers label for details on specific uses. • Consider use of plastic friction plates on truck fifth-wheels in lieu of grease. Follow manufacturers label for details on specific uses. Waste Reduction Parts are often cleaned using solvents such as trichloroethylene, trichloroethane, or methylene chloride. Many of these cleaners are listed in California Toxic Rule as priority pollutants. These materials are harmful and must not contaminate stormwater. They must be disposed of as a hazardous waste. Reducing the number of solvents makes recycling easier and reduces hazardous waste management costs. Often, one solvent can perform a job as well as two different solvents. Also, if possible, eliminate or reduce the amount of hazardous materials and waste by substituting non-hazardous or less hazardous materials. For example, replace chlorinated organic solvents with non-chlorinated solvents. Non-chlorinated solvents like kerosene or mineral spirits are less toxic and less expensive to dispose of properly. Check the list of active ingredients to see whether it contains chlorinated solvents. The "chlor" term indicates that the solvent is chlorinated. Also, try substituting a wire brush for solvents to clean parts. Recycling and Disposal Separating wastes allows for easier recycling and may reduce disposal costs. Keep hazardous wastes separate, do not mix used oil solvents, and keep chlorinated solvents (like,- trichloroethane) separate from non-chlorinated solvents (like kerosene and mineral spirits). Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around. Provide cover and secondary containment until these materials can be removed from the site. Oil filters can be recycled. Ask your oil supplier or recycler about recycling oil filters. Do not dispose of extra paints and coatings by dumping liquid onto the ground or throwing it into dumpsters. Allow coatings to dry or harden before disposal into covered dumpsters. Store cracked batteries in a non-leaking secondary container. Do this with all cracked batteries, even if you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking. Costs All of the above are low cost measures. Higher costs are incurred to setup and maintain onsite maintenance areas. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 3 of 4 Vehicle & Equipment Maintenance NS-1 0 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 BMP are under way, inspect weekly during the rainy season and at two-week intervals in the non-rainy season to verify continued BMP implementation. • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. • Keep ample supplies of spill cleanup materials onsite. • Maintain waste fluid containers in leak proof condition. • Vehicles and equipment should be inspected on each day of use. Leaks should be repaired immediately or the problem vehicle(s) or equipment should be removed from the project site. • Inspect equipment for damaged hoses and leaky gaskets routinely. Repair or replace as needed. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Coastal Nonpoint Pollution Control Program; Program Development and Approval Guidance, Working Group, Working Paper; USEPA, April1992. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 4 Concrete Curing Description and Purpose Concrete curing is used in the construction of structures such as bridges, retaining walls, pump houses, large slabs, and structured foundations. Concrete curing includes the use of both chemical and water methods. Concrete and its associated curing materials have basic chemical properties that can raise the pH of water to levels outside of the permitted range. Discharges of stormwater and non-stormwater exposed to concrete during curing may have a high pH and may contain chemicals, metals, and fines. The General Permit incorporates Numeric Effluent Limits (NEL) and Numeric Action Levels (NAL) for pH (see Section 2 of this handbook to determine your project's risk level and if you are subject to these requirements). Proper procedures and care should be taken when managing concrete curing materials to prevent them from coming into contact with stormwater flows, which could result in a high pH discharge. Suitable Applications Suitable applications include all projects where Portland Cement Concrete (PCC) and concrete curing chemicals are placed where they can be exposed to rainfall, runoff from other areas, or where runoff from the PCC will leave the site. November 2009 California Stormwater BMP Handbook Construction www .casqa .org NS-12 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater 0 Management Control WM Waste Management and 0 Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment 0 Nutrients Trash Metals 0 Bacteria Oil and Grease 0 Organics Potential Alternatives None ~ CASQA 1 of 3 Concrete Curing NS-12 Limitations • Runoff contact with concrete waste can raise pH levels in the water to environmentally harmful levels and trigger permit violations. Implementation Chemical Curing • Avoid over spray of curing compounds. • Minimize the drift by applying the curing compound close to the concrete surface. Apply an amount of compound that covers the surface, but does not allow any runoff of the compound. • Use proper storage and handling techniques for concrete curing compounds. Refer to WM- 1, Material Delivery and Storage. • Protect drain inlets prior to the application of curing compounds. • Refer to WM -4, Spill Prevention and Control. Water Curing for Bridge Decks, Retaining Walls, and other Structures • Direct cure water away from inlets and watercourses to collection areas for evaporation or other means of removal in accordance with all applicable permits. See WM -8 Concrete Waste Management. • Collect cure water at the top of slopes and transport to a concrete waste management area in a non-erosive manner. See EC-9 Earth Dikes and Drainage Swales, EC-10, Velocity Dissipation Devices, and EC-11, Slope Drains. • Utilize wet blankets or a similar method that maintains moisture while minimizing the use and possible discharge of water. Education • Educate employees, subcontractors, and suppliers on proper concrete curing techniques to prevent contact with discharge as described herein. • Arrange for the QSP or the appropriately trained contractor's superintendent or representative to oversee and enforce concrete curing procedures. Costs All of the above measures are generally low cost. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Concrete Curing NS-12 • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. • Sample non-stormwater discharges and storm water runoff that contacts uncured and partially cured concrete as required by the General Permit. • Ensure that employees and subcontractors implement appropriate measures for storage, handling, and use of curing compounds. • Inspect cure containers and spraying equipment for leaks. References Blue Print for a Clean Bay-Construction-Related Industries: Best Management Practices for Stormwater Pollution Prevention; Santa Clara Valley Non Point Source Pollution Control Program, 1992. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, Apri11992. Erosion and Sediment Control Manual, Oregon Department of Environmental Quality, February 2005. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Concrete Finishing Description and Purpose Concrete finishing methods are used for bridge deck rehabilitation, paint removal, curing compound removal, and final surface finish appearances. Methods include sand blasting, shot blasting, grinding, or high pressure water blasting. Stormwater and non-stormwater exposed to concrete finishing by-products may have a high pH and may contain chemicals, metals, and fines. Proper procedures and implementation of appropriate BMPs can minimize the impact that concrete-finishing methods may have on stormwater and non-stormwater discharges. The General Permit incorporates Numeric Effluent Limits (NEL) and Numeric Action Levels (NAL) for pH (see Section 2 of this handbook to determine your project's risk level and if you are subject to these requirements). Concrete and its associated curing materials have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with stormwater flows, which could lead to exceedances of the General Permit requirements. Suitable Applications These procedures apply to all construction locations where concrete finishing operations are performed. November 2009 California Stormwater BMP Handbook Construction www.casqa.org NS-13 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 0 ~ CASQA CAl tfOilNIA STOR\11\'AI'fR 1 of 3 Concrete Finishing NS-13 Limitations • Runoff contact with concrete waste can raise pH levels in the water to environmentally harmful levels and trigger permit violations. Implementation • Collect and properly dispose of water from high-pressure water blasting operations. • Collect contaminated water from blasting operations at the top of slopes. Transport or dispose of contaminated water while using BMPs such as those for erosion control. Refer to EC-9, Earth Dikes and Drainage Swales, EC-10, Velocity Dissipation Devices, and EC-11, Slope Drains. • Direct water from blasting operations away from inlets and watercourses to collection areas for infiltration or other means of removal (dewatering). Refer to NS-2 Dewatering Operations. • Protect inlets during sandblasting operations. Refer to SE-10, Storm Drain Inlet Protection. • Refer to WM-8, Concrete Waste Management for disposal of concrete debris. • Minimize the drift of dust and blast material as much as possible by keeping the blasting nozzle close to the surface. • When blast residue contains a potentially hazardous waste, refer to WM-6, Hazardous Waste Management. Education • Educate employees, subcontractors, and suppliers on proper concrete finishing techniques to prevent contact with discharge as described herein. • Arrange for the QSP or the appropriately trained contractor's superintendent or representative to oversee and enforce concrete finishing procedures. Costs These measures are generally of low cost. Inspection and Maintenance • Inspect and verify that activity-based BMPs are in place prior to the commencement of associated activities. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Inspect BMPs subject to non-stormwater discharges daily while non-stormwater discharges occur. • Sample non-stormwater discharges and stormwater runoff that contacts concrete dust and debris as required by the General Permit. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Concrete Finishing NS-13 • Sweep or vacuum up debris from sandblasting at the end of each shift. • At the end of each work shift, remove and contain liquid and solid waste from containment structures, if any, and from the general work area. • Inspect containment structures for damage prior to use and prior to onset of forecasted rain. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities, Developing Pollution Prevention Plans and Best Management Practices, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Material Delivery and Storage WM-1 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and 0 Materials Pollution Control Legend: 0 Primary Category 1&1 Secondary Category Description and Purpose Targeted Constituents Prevent, reduce, or eliminate the discharge of pollutants from material delivery and storage to the stormwater system or watercourses by minimizing the storage of hazardous materials onsite, storing materials in watertight containers and/ or a completely enclosed designated area, installing secondary containment, conducting regular inspections, and training employees and subcontractors. This best management practice covers only material delivery and storage. For other information on materials, see WM -2, Material Use, or WM-4, Spill Prevention and Control. For information on wastes, see the waste management BMPs in this section. Suitable Applications These procedures are suitable for use at all construction sites with delivery and storage of the following materials: • Soil stabilizers and binders • Pesticides and herbicides • Fertilizers • Detergents • Plaster • Petroleum products such as fuel, oil, and grease November 2009 California Stormwater BMP Handbook Construction www.casqa.org Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ CASQA C\UIOR~IA S H.lR'>1\\'MUt 1 of 5 Material Delivery and Storage WM-1 • Asphalt and concrete components • Hazardous chemicals such as acids, lime, glues, adhesives, paints, solvents, and curing compounds • Concrete compounds • Other materials that may be detrimental if released to the environment Limitations • Space limitation may preclude indoor storage. • Storage sheds often must meet building and fire code requirements. Implementation The following steps should be taken to minimize risk: • Chemicals must be stored in water tight containers with appropriate secondary containment or in a storage shed. • When a material storage area is located on bare soil, the area should be lined and bermed. • Use containment pallets or other practical and available solutions, such as storing materials within newly constructed buildings or garages, to meet material storage requirements. • Stack erodible landscape material on pallets and cover when not in use. • Contain all fertilizers and other landscape materials when not in use. • Temporary storage areas should be located away from vehicular traffic. • Material Safety Data Sheets (MSDS) should be available on-site for all materials stored that have the potential to effect water quality. • Construction site areas should be designated for material delivery and storage. • Material delivery and storage areas should be located away from waterways, if possible. Avoid transport near drainage paths or waterways. Surround with earth berms or other appropriate containment BMP. See EC-9, Earth Dikes and Drainage Swales. Place in an area that will be paved. • Storage of reactive, ignitable, or flammable liquids must comply with the fire codes of your area. Contact the local Fire Marshal to review site materials, quantities, and proposed storage area to determine specific requirements. See the Flammable and Combustible Liquid Code, NFP A3o. • An up to date inventory of materials delivered and stored onsite should be kept. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 5 Material Delivery and Storage WM-1 • Hazardous materials storage onsite should be minimized. • Hazardous materials should be handled as infrequently as possible. • Keep ample spill cleanup supplies appropriate for the materials being stored. Ensure that cleanup supplies are in a conspicuous, labeled area. • Employees and subcontractors should be trained on the proper material delivery and storage practices. • Employees trained in emergency spill cleanup procedures must be present when dangerous materials or liquid chemicals are unloaded. • If significant residual materials remain on the ground after construction is complete, properly remove and dispose of materials and any contaminated soil. See WM -7, Contaminated Soil Management. If the area is to be paved, pave as soon as materials are removed to stabilize the soil. Material Storage Areas and Practices • 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 overfilled. Containers and drums should be placed in temporary containment facilities for storage. • A temporary containment facility 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 all containers or 100% of the capacity of the largest container within its boundary, whichever is greater. • A temporary containment facility should be impervious to the materials stored therein for a minimum contact time of 72 hours. • A temporary containment facility should be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills should be collected and placed into drums. These liquids should be handled as a hazardous waste unless testing determines them to be non-hazardous. All collected liquids or non-hazardous liquids should be sent to an approved disposal site. • 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 facility. • Materials should be covered prior to, and during rain events. • Materials should be stored in their original containers and the original product labels should be maintained in place in a legible condition. Damaged or otherwise illegible labels should be replaced immediately. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 5 Material Delivery and Storage WM-1 • Bagged and boxed materials should be stored on pallets and should not be allowed to accumulate on the ground. To provide protection from wind and rain throughout the rainy season, bagged and boxed materials should be covered during non-working days and prior to and during rain events. • Stockpiles should be protected in accordance with WM -3, Stockpile Management. • Materials should be stored indoors within existing structures or completely enclosed storage sheds when available. • Proper storage instructions should be posted at all times in an open and conspicuous location. • An ample supply of appropriate spill clean up material should be kept near storage areas. • Also see WM-6, Hazardous Waste Management, for storing of hazardous wastes. Material Delivery Practices • Keep an accurate, up-to-date inventory of material delivered and stored onsite. • Arrange for employees trained in emergency spill cleanup procedures to be present when dangerous materials or liquid chemicals are unloaded. Spill Cleanup • Contain and clean up any spill immediately. • Properly remove and dispose of any hazardous materials or contaminated soil if significant residual materials remain on the ground after construction is complete. See WM-7, Contaminated Soil Management. • See WM -4, Spill Prevention and Control, for spills of chemicals and/ or hazardous materials. • If spills or leaks of materials occur that are not contained and could discharge to surface waters, non-visible sampling of site discharge may be required. Refer to the General Permit or to your project specific Construction Site Monitoring Plan to determine if and where sampling is required. Cost • The largest cost of implementation may be in the construction of a materials storage area that is covered and provides secondary containment. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Keep storage areas clean and well organized, including a current list of all materials onsite. • Inspect labels on containers for legibility and accuracy. November 2009 California Stormwater BMP Handbook Construction www .casqa.org 4 of 5 Material Delivery and Storage WM-1 • Repair or replace perimeter controls, containment structures, covers, and liners as needed to maintain proper function. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Coastal Non point Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April1992. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 5 Material Use Description and Purpose Prevent or reduce the discharge of pollutants to the storm drain system or watercourses from material use by using alternative products, minimizing hazardous material use onsite, and training employees and subcontractors. Suitable Applications This BMP is suitable for use at all construction projects. These procedures apply when the following materials are used or prepared onsite: • Pesticides and herbicides • Fertilizers • Detergents • Petroleum products such as fuel, oil, and grease • Asphalt and other concrete components • Other hazardous chemicals such as acids, lime, glues, adhesives, paints, solvents, and curing compounds • Other materials that may be detrimental if released to the environment November 2009 California Stormwater BMP Handbook Construction www.casqa.org WM-2 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and 0 Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment 0 Nutrients 0 Trash 0 Metals 0 Bacteria Oil and Grease 0 Organics 0 Potential Alternatives None ~ CASQA CAUfOHNIA 51'0RMWMER 1 of 4 Material Use WM-2 Limitations Safer alternative building and construction products may not be available or suitable in every instance. Implementation The following steps should be taken to minimize risk: • Minimize use of hazardous materials onsite. • Follow manufacturer instructions regarding uses, protective equipment, ventilation, flammability, and mixing of chemicals. • Train personnel who use pesticides. The California Department of Pesticide Regulation and county agricultural commissioners license pesticide dealers, certify pesticide applicators, and conduct onsite inspections. • The preferred method of termiticide application is soil injection near the existing or proposed structure foundation/slab; however, if not feasible, soil drench application of termiticides should follow EPA label guidelines and the following recommendations (most of which are applicable to most pesticide applications): • Do not treat soil that is water-saturated or frozen. • Application shall not commence within 24-hours of a predicted precipitation event with a 40% or greater probability. Weather tracking must be performed on a daily basis prior to termiticide application and during the period of termiticide application. • Do not allow treatment chemicals to runoff from the target area. Apply proper quantity to prevent excess runoff. Provide containment for and divert stormwater from application areas using berms or diversion ditches during application. • Dry season: Do not apply within 10 feet of storm drains. Do not apply within 25 feet of aquatic habitats (such as, but not limited to, lakes; reservoirs; rivers; permanent streams; marshes or ponds; estuaries; and commercial fish farm ponds). • Wet season: Do not apply within 50 feet of storm drains or aquatic habitats (such as, but not limited to, lakes; reservoirs; rivers; permanent streams; marshes or ponds; estuaries; and commercial fish farm ponds) unless a vegetative buffer is present (if so, refer to dry season requirements). • Do not make on-grade applications when sustained wind speeds are above 10 mph (at application site) at nozzle end height. • Cover treatment site prior to a rain event in order to prevent run-off of the pesticide into non-target areas. The treated area should be limited to a size that can be backfilled and/ or covered by the end of the work shift. Backfilling or covering of the treated area shall be done by the end of the same work shift in which the application is made. • The applicator must either cover the soil him/herself or provide written notification of the above requirement to the contractor on site and to the person commissioning the November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Material Use WM-2 application (if different than the contractor). If notice is provided to the contractor or the person commissioning the application, then they are responsible under the Federal Insecticide Fungicide, and Rodenticide Act (FIFRA) to ensure that: 1) if the concrete slab cannot be poured over the treated soil within 24 hours of application, the treated soil is covered with a waterproof covering (such as polyethylene sheeting), and 2) the treated soil is covered if precipitation is predicted to occur before the concrete slab is scheduled to be poured. • Do not over-apply fertilizers, herbicides, and pesticides. Prepare only the amount needed. Follow the recommended usage instructions. Over-application is expensive and environmentally harmful. Unless on steep slopes, till fertilizers into the soil rather than hydraulic application. Apply surface dressings in several smaller applications, as opposed to one large application, to allow time for infiltration and to avoid excess material being carried offsite by runoff. Do not apply these chemicals before predicted rainfall. • Train employees and subcontractors in proper material use. • Supply Material Safety Data Sheets (MSDS) for all materials. • Dispose of latex paint and paint cans, used brushes, rags, absorbent materials, and drop cloths, when thoroughly dry and are no longer hazardous, with other construction debris. • Do not remove the original product label; it contains important safety and disposal information. Use the entire product before disposing of the container. • Mix paint indoors or in a containment area. Never clean paintbrushes or rinse paint containers into a street, gutter, storm drain, or watercourse. Dispose of any paint thinners, residue, and sludge(s) that cannot be recycled, as hazardous waste. • For water-based paint, clean brushes to the extent practicable, and rinse to a drain leading to a sanitary sewer where permitted, or contain for proper disposal off site. For oil-based paints, clean brushes to the extent practicable, and filter and reuse thinners and solvents. • Use recycled and less hazardous products when practical. Recycle residual paints, solvents, non-treated lumber, and other materials. • Use materials only where and when needed to complete the construction activity. Use safer alternative materials as much as possible. Reduce or eliminate use of hazardous materials onsite when practical. • Document the location, time, chemicals applied, and applicator's name and qualifications. • Keep an ample supply of spill clean up material near use areas. Train employees in spill clean up procedures. • Avoid exposing applied materials to rainfall and runoff unless sufficient time has been allowed for them to dry. • Discontinue use of erodible landscape material within 2 days prior to a forecasted rain event and materials should be covered and/ or bermed. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 4 Material Use WM-2 • Provide containment for material use areas such as masons' areas or paint mixing/preparation areas to prevent materials/pollutants from entering stormwater. 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. • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Ensure employees and subcontractors throughout the job are using appropriate practices. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Coastal Non point Pollution Control Program: Program Development and Approval Guidance, Working Group Working Paper; USEPA, April1992. Comments on Risk Assessments Risk Reduction Options for Cypermethrin: Docket No. OPP- 2005-0293; California Stormwater Quality Association (CASQA) letter to USEPA, 2oo6.Environmental Hazard and General Labeling for Pyrethroid Non-Agricultural Outdoor Products, EPA-HQ-OPP-2oo8-0331-0021; US EPA, 2008. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. Storm water Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 4 Stockpile Management Description and Purpose Stockpile management procedures and practices are designed to reduce or eliminate air and stormwater pollution from stockpiles of soil, soil amendments, sand, paving materials such as portland cement concrete (PCC) rubble, asphalt concrete (AC), asphalt concrete rubble, aggregate base, aggregate sub base or pre-mixed aggregate, asphalt minder (so called "cold mix" asphalt), and pressure treated wood. Suitable Applications Implement in all projects that stockpile soil and other loose materials. Limitations • Plastic sheeting as a stockpile protection is temporary and hard to manage in windy conditions. Where plastic is used, consider use of plastic tarps with nylon reinforcement which may be more durable than standard sheeting. • Plastic sheeting can increase runoff volume due to lack of infiltration and potentially cause perimeter control failure. • Plastic sheeting breaks down faster in sunlight. • The use of Plastic materials and photodegradable plastics should be avoided. Implementation Protection of stockpiles is a year-round requirement. To properly manage stockpiles: November 2009 California Stormwater BMP Handbook Construction www.casqa.org WM-3 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ ~ 0 ~ CASQA CAIJIOltNIA STOit\IWATfR 1 of 3 Stockpile Management WM-3 • On larger sites, a minimum of so ft separation from concentrated flows of stormwater, drainage courses, and inlets is recommended. • All stockpiles are required to be protected immediately if they are not scheduled to be used within 14 days. • Protect all stockpiles from stormwater runon using temporary perimeter sediment barriers such as compost berms (SE-13), temporary silt dikes (SE-12), fiber rolls (SE-s), silt fences (SE-1), sandbags (SE-8), gravel bags (SE-6), or biofilter bags (SE-14). Refer to the individual fact sheet for each of these controls for installation information. • Implement wind erosion control practices as appropriate on all stockpiled material. For specific information, see WE-1, Wind Erosion Control. • Manage stockpiles of contaminated soil in accordance with WM-7, Contaminated Soil Management. • Place bagged materials on pallets and under cover. • Ensure that stockpile coverings are installed securely to protect from wind and rain. • Some plastic covers withstand weather and sunlight better than others. Select cover materials or methods based on anticipated duration of use. Protection of Non-Active Stockpiles Non-active stockpiles ofthe identified materials should be protected further as follows: Soil stockpiles • Soil stockpiles should be covered or protected with soil stabilization measures and a temporary perimeter sediment barrier at all times. • Temporary vegetation should be considered for topsoil piles that will be stockpiled for extended periods. Stockpiles of Portland cement concrete rubble, asphalt concrete, asphalt concrete rubble, aggregate base, or aggregate sub base • Stockpiles should be covered and protected with a temporary perimeter sediment barrier at all times. Stockpiles of "cold mix" • Cold mix stockpiles should be placed on and covered with plastic sheeting or comparable material at all times and surrounded by a berm. Stockpiles of .fly ash, stucco, hydrated lime • Stockpiles of materials that may raise the pH of runoff (i.e., basic materials) should be covered with plastic and surrounded by a berm. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Stockpile Management WM-3 Stockpiles/Storage of wood (Pressure treated with chromated copper arsenate or ammoniacal copper zinc arsenate • Treated wood should be covered with plastic sheeting or comparable material at all times and surrounded by a berm. Protection of Active Stockpiles Active stockpiles of the identified materials should be protected as follows: • All stockpiles should be covered and protected with a temporary linear sediment barrier prior to the onset of precipitation. • Stockpiles of "cold mix" and treated wood, and basic materials should be placed on and covered with plastic sheeting or comparable material and surrounded by a berm prior to the onset of precipitation. • The downstream perimeter of an active stockpile should be protected with a linear sediment barrier or berm and runoff should be diverted around or away from the stockpile on the upstream perimeter. Costs For cost information associated with stockpile protection refer to the individual erosion or sediment control BMP fact sheet considered for implementation (For example, refer to SE-1 Silt Fence for installation of silt fence around the perimeter of a stockpile.) Inspection and Maintenance • Stockpiles must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • It may be necessary to inspect stockpiles covered with plastic sheeting more frequently during certain conditions (for example, high winds or extreme heat). • Repair and/ or replace perimeter controls and covers as needed to keep them functioning properly. • Sediment shall be removed when it reaches one-third of the barrier height. References Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), March 2003. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Spill Prevention and Control Description and Purpose Prevent or reduce the discharge of pollutants to drainage systems or watercourses from leaks and spills by reducing the chance for spills, stopping the source of spills, containing and cleaning up spills, properly disposing of spill materials, and training employees. This best management practice covers only spill prevention and control. However, WM-1, Materials Delivery and Storage, and WM-2, Material Use, also contain useful information, particularly on spill prevention. For information on wastes, see the waste management BMPs in this section. Suitable Applications This BMP is suitable for all construction projects. Spill control procedures are implemented anytime chemicals or hazardous substances are stored on the construction site, including the following materials: • Soil stabilizers/binders • Dust palliatives • Herbicides • Growth inhibitors • Fertilizers • Deicing/anti-icing chemicals November 2009 California Stormwater BMP Handbook Construction www.casqa.org WM-4 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and 0 Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment 0 Nutrients 0 Trash 0 Metals 0 Bacteria Oil and Grease 0 Organics 0 Potential Alternatives None ~ CASQA 1 of 6 Spill Prevention and Control WM-4 • Fuels • Lubricants • Other petroleum distillates Limitations • In some cases it may be necessary to use a private spill cleanup company. • This BMP applies to spills caused by the contractor and subcontractors. • Procedures and practices presented in this BMP are general. Contractor should identify appropriate practices for the specific materials used or stored onsite Implementation The following steps will help reduce the stormwater impacts ofleaks and spills: Education • Be aware that different materials pollute in different amounts. Make sure that each employee knows what a "significant spill" is for each material they use, and what is the appropriate response for "significant" and "insignificant" spills. • Educate employees and subcontractors on potential dangers to humans and the environment from spills and leaks. • Hold regular meetings to discuss and reinforce appropriate disposal procedures (incorporate into regular safety meetings). • Establish a continuing education program to indoctrinate new employees. • Have contractor's superintendent or representative oversee and enforce proper spill prevention and control measures. General~easures • To the extent that the work can be accomplished safely, spills of oil, petroleum products, substances listed under 40 CFR parts 110,117, and 302, and sanitary and septic wastes should be contained and cleaned up immediately. • Store hazardous materials and wastes in covered containers and protect from vandalism. • Place a stockpile of spill cleanup materials where it will be readily accessible. • Train employees in spill prevention and cleanup. • Designate responsible individuals to oversee and enforce control measures. • Spills should be covered and protected from stormwater runon during rainfall to the extent that it doesn't compromise clean up activities. • Do not bury or wash spills with water. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 6 Spill Prevention and Control WM-4 • Store and dispose of used clean up materials, contaminated materials, and recovered spill material that is no longer suitable for the intended purpose in conformance with the provisions in applicable BMPs. • Do not allow water used for cleaning and decontamination to enter storm drains or watercourses. Collect and dispose of contaminated water in accordance with WM-10, Liquid Waste Management. • Contain water overflow or minor water spillage and do not allow it to discharge into drainage facilities or watercourses. • Place proper storage, cleanup, and spill reporting instructions for hazardous materials stored or used on the project site in an open, conspicuous, and accessible location. • Keep waste storage areas clean, well organized, and equipped with ample cleanup supplies as appropriate for the materials being stored. Perimeter controls, containment structures, covers, and liners should be repaired or replaced as needed to maintain proper function. Cleanup • Clean up leaks and spills immediately. • Use a rag for small spills on paved surfaces, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to either a certified laundry (rags) or disposed of as hazardous waste. • Never hose down or bury dry material spills. Clean up as much ofthe material as possible and dispose of properly. See the waste management BMPs in this section for specific information. Minor Spills • Minor spills typically involve small quantities of oil, gasoline, paint, etc. which can be controlled by the first responder at the discovery of the spill. • Use absorbent materials on small spills rather than hosing down or burying the spill. • Absorbent materials should be promptly removed and disposed of properly. • Follow the practice below for a minor spill: Contain the spread of the spill. Recover spilled materials. Clean the contaminated area and properly dispose of contaminated materials. Semi-Significant Spills • Semi-significant spills still can be controlled by the first responder along with the aid of other personnel such as laborers and the foreman, etc. This response may require the cessation of all other activities. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 6 Spill Prevention and Control WM-4 • Spills should be cleaned up immediately: Contain spread of the spill. Notify the project foreman immediately. If the spill occurs on paved or impermeable surfaces, clean up using "dry" methods (absorbent materials, cat litter and/or rags). Contain the spill by encircling with absorbent materials and do not let the spill spread widely. If the spill occurs in dirt areas, immediately contain the spill by constructing an earthen dike. Dig up and properly dispose of contaminated soil. If the spill occurs during rain, cover spill with tarps or other material to prevent contaminating runoff. Significant/Hazardous Spills • For significant or hazardous spills that cannot be controlled by personnel in the immediate vicinity, the following steps should be taken: Notify the local emergency response by dialing 911. In addition to 911, the contractor will notify the proper county officials. It is the contractor's responsibility to have all emergency phone numbers at the construction site. Notify the Governor's Office of Emergency Services Warning Center, (916) 845-8911. For spills of federal reportable quantities, in conformance with the requirements in 40 CFR parts 110,119, and 302, the contractor should notify the National Response Center at (Boo) 424-8802. Notification should first be made by telephone and followed up with a written report. The services of a spills contractor or a Haz-Mat team should be obtained immediately. Construction personnel should not attempt to clean up until the appropriate and qualified staffs have arrived at the job site. Other agencies which may need to be consulted include, but are not limited to, the Fire Department, the Public Works Department, the Coast Guard, the Highway Patrol, the City/County Police Department, Department of Toxic Substances, California Division of Oil and Gas, CaljOSHA, etc. Reporting • Report significant spills to local agencies, such as the Fire Department; they can assist in cleanup. • Federal regulations require that any significant oil spill into a water body or onto an adjoining shoreline be reported to the National Response Center (NRC) at 8o0-424-88o2 (24 hours). Use the following measures related to specific activities: November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 6 Spill Prevention and Control WM-4 Vehicle and Equipment Maintenance • If maintenance must occur onsite, use a designated area and a secondary containment, located away from drainage courses, to prevent the runon of storm water and the runoff of spills. • Regularly inspect onsite vehicles and equipment for leaks and repair immediately • Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles) for leaking oil and fluids. Do not allow leaking vehicles or equipment onsite. • Always use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids. • Place drip pans or absorbent materials under paving equipment when not in use. • Use absorbent materials on small spills rather than hosing down or burying the spill. Remove the absorbent materials promptly and dispose of properly. • Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around • Oil filters disposed of in trashcans or dumpsters can leak oil and pollute stormwater. Place the oil filter in a funnel over a waste oil-recycling drum to drain excess oil before disposal. Oil filters can also be recycled. Ask the oil supplier or recycler about recycling oil filters. • Store cracked batteries in a non-leaking secondary container. Do this with all cracked batteries even if you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking. Vehicle and Equipment Fueling • If fueling must occur onsite, use designate areas, located away from drainage courses, to prevent the runon of storm water and the runoff of spills. • Discourage "topping off' of fuel tanks. • Always use secondary containment, such as a drain pan, when fueling to catch spills/ leaks. Costs Prevention of leaks and spills is inexpensive. Treatment and/ or disposal of contaminated soil or water can be quite expensive. 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 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. • Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 6 Spill Prevention and Control WM-4 • Keep ample supplies of spill control and cleanup materials onsite, near storage, unloading, and maintenance areas. • Update your spill prevention and control plan and stock cleanup materials as changes occur in the types of chemicals onsite. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 6 Solid Waste Management Description and Purpose Solid waste management procedures and practices are designed to prevent or reduce the discharge of pollutants to stormwater from solid or construction waste by providing designated waste collection areas and containers, arranging for regular disposal, and training employees and subcontractors. Suitable Applications This BMP is suitable for construction sites where the following wastes are generated or stored: • Solid waste generated from trees and shrubs removed during land clearing, demolition of existing structures (rubble), and building construction • Packaging materials including wood, paper, and plastic • Scrap or surplus building materials including scrap metals, rubber, plastic, glass pieces and masonry products • Domestic wastes including food containers such as beverage cans, coffee cups, paper bags, plastic wrappers, and cigarettes • Construction wastes including brick, mortar, timber, steel and metal scraps, pipe and electrical cuttings, non- hazardous equipment parts, styrofoam and other materials used to transport and package construction materials • Highway planting wastes, including vegetative material, November 2009 California Stormwater BMP Handbook Construction www.casqa.org WM-5 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 ~ CASQA 1 of 4 Solid Waste Management WM-5 plant containers, and packaging materials Limitations Temporary stockpiling of certain construction wastes may not necessitate stringent drainage related controls during the non-rainy season or in desert areas with low rainfall. Implementation The following steps will help keep a clean site and reduce stormwater pollution: • Select designated waste collection areas onsite. • Inform trash-hauling contractors that you will accept only watertight dumpsters for onsite use. Inspect dumpsters for leaks and repair any dumpster that is not watertight. • Locate containers in a covered area or in a secondary containment. • Provide an adequate number of containers with lids or covers that can be placed over the container to keep rain out or to prevent loss of wastes when it is windy. • Plan for additional containers and more frequent pickup during the demolition phase of construction. • Collect site trash daily, especially during rainy and windy conditions. • Remove this solid waste promptly since erosion and sediment control devices tend to collect litter. • Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. • Do not hose out dumpsters on the construction site. Leave dumpster cleaning to the trash hauling contractor. • Arrange for regular waste collection before containers overflow. • Clean up immediately if a container does spill. • Make sure that construction waste is collected, removed, and disposed of only at authorized disposal areas. Education • Have the contractor's superintendent or representative oversee and enforce proper solid waste management procedures and practices. • Instruct employees and subcontractors on identification of solid waste and hazardous waste. • Educate employees and subcontractors on solid waste storage and disposal procedures. • Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 4 Solid Waste Management WM-5 • Require that employees and subcontractors follow solid waste handling and storage procedures. • Prohibit littering by employees, subcontractors, and visitors. • Minimize production of solid waste materials wherever possible. Collection, Storage, and Disposal • Littering on the project site should be prohibited. • To prevent clogging of the storm drainage system, litter and debris removal from drainage grates, trash racks, and ditch lines should be a priority. • Trash receptacles should be provided in the contractor's yard, field trailer areas, and at locations where workers congregate for lunch and break periods. • Litter from work areas within the construction limits of the project site should be collected and placed in watertight dumpsters at least weekly, regardless of whether the litter was generated by the contractor, the public, or others. Collected litter and debris should not be placed in or next to drain inlets, storm water drainage systems, or watercourses. • Dumpsters of sufficient size and number should be provided to contain the solid waste generated by the project. • Full dumpsters should be removed from the project site and the contents should be disposed of by the trash hauling contractor. • Construction debris and waste should be removed from the site biweekly or more frequently as needed. • Construction material visible to the public should be stored or stacked in an orderly manner. • Stormwater runon should be prevented from contacting stored solid waste through the use of berms, dikes, or other temporary diversion structures or through the use of measures to elevate waste from site surfaces. • Solid waste storage areas should be located at least 50 ft from drainage facilities and watercourses and should not be located in areas prone to flooding or ponding. • Except during fair weather, construction and highway planting waste not stored in watertight dumpsters should be securely covered from wind and rain by covering the waste with tarps or plastic. • Segregate potentially hazardous waste from non-hazardous construction site waste. • Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. • For disposal of hazardous waste, see WM-6, Hazardous Waste Management. Have hazardous waste hauled to an appropriate disposal andjor recycling facility. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 4 Solid Waste Management WM-5 • Salvage or recycle useful vegetation debris, packaging and surplus building materials when practical. For example, trees and shrubs from land clearing can be used as a brush barrier, or converted into wood chips, then used as mulch on graded areas. Wood pallets, cardboard boxes, and construction scraps can also be recycled. 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. While 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. • Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur • Inspect construction waste area regularly. • Arrange for regular waste collection. References Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity, 430/9-73-007, USEPA, 1973. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 4 Hazardous Waste Management WM-6 Description and Purpose Prevent or reduce the discharge of pollutants to storm water from hazardous waste through proper material use, waste disposal, and training of employees and subcontractors. Suitable Applications This best management practice (BMP) applies to all construction projects. Hazardous waste management practices are implemented on construction projects that generate waste from the use of: -Petroleum Products -Asphalt Products -Concrete Curing Compounds -Pesticides -Palliatives -Acids -Septic Wastes -Paints -Stains -Solvents -Wood Preservatives -Roofing Tar -Any materials deemed a hazardous waste in California, Title 22 Division 4.5, or listed in 40 CFR Parts 110, 117, 261, or 302 November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment 0 Nutrients 0 Trash 0 Metals 0 Bacteria 0 Oil and Grease 0 O~an~ 0 Potential Alternatives None ~ CASQA C\UfOR'\IA SnmMWAilR 1 of 6 Hazardous Waste Management WM-6 In addition, sites with existing structures may contain wastes, which must be disposed of in accordance with federal, state, and local regulations. These wastes include: • Sandblasting grit mixed with lead-, cadmium-, or chromium-based paints • Asbestos • PCBs (particularly in older transformers) Limitations • Hazardous waste that cannot be reused or recycled must be disposed of by a licensed hazardous waste hauler. • Nothing in this BMP relieves the contractor from responsibility for compliance with federal, state, and local laws regarding storage, handling, transportation, and disposal of hazardous wastes. • This BMP does not cover aerially deposited lead (ADL) soils. For ADL soils refer to WM-7, Contaminated Soil Management. Implementation The following steps will help reduce stormwater pollution from hazardous wastes: Material Use • Wastes should be stored in sealed containers constructed of a suitable material and should be labeled as required by Title 22 CCR, Division 4·5 and 49 CFR Parts 172, 173, 178, and 179. • All hazardous waste should be stored, transported, and disposed as required in Title 22 CCR, Division 4·5 and 49 CFR 261-263. • Waste containers should be stored in temporary containment facilities that should comply with the following requirements: Temporary containment facility should provide for a spill containment volume equal to 1.5 times the volume of all containers able to contain precipitation from a 25 year storm event, plus the greater of 10% of the aggregate volume of all containers or 100% of the capacity of the largest tank within its boundary, whichever is greater. Temporary containment facility should be impervious to the materials stored there for a minimum contact time of 72 hours. Temporary containment facilities should be maintained free of accumulated rainwater and spills. In the event of spills or leaks, accumulated rainwater and spills should be placed into drums after each rainfall. These liquids should be handled as a hazardous waste unless testing determines them to be non-hazardous. Non-hazardous liquids should be sent to an approved disposal site. Sufficient separation should be provided between stored containers to allow for spill cleanup and emergency response access. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 6 Hazardous Waste Management WM-6 Incompatible materials, such as chlorine and ammonia, should not be stored in the same temporary containment facility. Throughout the rainy season, temporary containment facilities should be covered during non-working days, and prior to rain events. Covered facilities may include use of plastic tarps for small facilities or constructed roofs with overhangs. • Drums should not be overfilled and wastes should not be mixed. • Unless watertight, containers of dry waste should be stored on pallets. • Do not over-apply herbicides and pesticides. Prepare only the amount needed. Follow the recommended usage instructions. Over application is expensive and environmentally harmful. Apply surface dressings in several smaller applications, as opposed to one large application. Allow time for infiltration and avoid excess material being carried offsite by runoff. Do not apply these chemicals just before it rains. People applying pesticides must be certified in accordance with federal and state regulations. • Paint brushes and equipment for water and oil based paints should be cleaned within a contained area and should not be allowed to contaminate site soils, watercourses, or drainage systems. Waste paints, thinners, solvents, residues, and sludges that cannot be recycled or reused should be disposed of as hazardous waste. When thoroughly dry, latex paint and paint cans, used brushes, rags, absorbent materials, and drop cloths should be disposed of as solid waste. • Do not clean out brushes or rinse paint containers into the dirt, street, gutter, storm drain, or stream. "Paint out" brushes as much as possible. Rinse water-based paints to the sanitary sewer. Filter and reuse thinners and solvents. Dispose of excess oil-based paints and sludge as hazardous waste. • The following actions should be taken with respect to temporary contaminant: Ensure that adequate hazardous waste storage volume is available. Ensure that hazardous waste collection containers are conveniently located. Designate hazardous waste storage areas onsite away from storm drains or watercourses and away from moving vehicles and equipment to prevent accidental spills. Minimize production or generation of hazardous materials and hazardous waste on the job site. Use containment berms in fueling and maintenance areas and where the potential for spills is high. Segregate potentially hazardous waste from non-hazardous construction site debris. Keep liquid or semi-liquid hazardous waste in appropriate containers (closed drums or similar) and under cover. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 6 Hazardous Waste Management WM-6 Clearly label all hazardous waste containers with the waste being stored and the date of accumulation. Place hazardous waste containers in secondary containment. Do not allow potentially hazardous waste materials to accumulate on the ground. Do not mix wastes. Use all of the product before disposing of the container. Do not remove the original product label; it contains important safety and disposal information. Waste Recycling Disposal • Select designated hazardous waste collection areas onsite. • Hazardous materials and wastes should be stored in covered containers and protected from vandalism. • Place hazardous waste containers in secondary containment. • Do not mix wastes, this can cause chemical reactions, making recycling impossible and complicating disposal. • Recycle any useful materials such as used oil or water-based paint. • Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. • Arrange for regular waste collection before containers overflow. • Make sure that hazardous waste (e.g., excess oil-based paint and sludge) is collected, removed, and disposed of only at authorized disposal areas. Disposal Procedures • Waste should be disposed of by a licensed hazardous waste transporter at an authorized and licensed disposal facility or recycling facility utilizing properly completed Uniform Hazardous Waste Manifest forms. • A Department of Health Services certified laboratory should sample waste to determine the appropriate disposal facility. • Properly dispose of rainwater in secondary containment that may have mixed with hazardous waste. • Attention is directed to "Hazardous Material", "Contaminated Material", and "Aerially Deposited Lead" of the contract documents regarding the handling and disposal of hazardous materials. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 6 Hazardous Waste Management WM-6 Education • Educate employees and subcontractors on hazardous waste storage and disposal procedures. • Educate employees and subcontractors on potential dangers to humans and the environment from hazardous wastes. • Instruct employees and subcontractors on safety procedures for common construction site hazardous wastes. • Instruct employees and subcontractors in identification of hazardous and solid waste. • Hold regular meetings to discuss and reinforce hazardous waste management procedures (incorporate into regular safety meetings). • The contractor's superintendent or representative should oversee and enforce proper hazardous waste management procedures and practices. • Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas. • Warning signs should be placed in areas recently treated with chemicals. • Place a stockpile of spill cleanup materials where it will be readily accessible. • If a container does spill, clean up immediately. 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. While 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. • Inspect BMPs subject to non-stormwater discharge daily while non-stormwater discharges occur • Hazardous waste should be regularly collected. • A foreman or construction supervisor should monitor onsite hazardous waste storage and disposal procedures. • Waste storage areas should be kept clean, well organized, and equipped with ample cleanup supplies as appropriate for the materials being stored. • Perimeter controls, containment structures, covers, and liners should be repaired or replaced as needed to maintain proper function. • Hazardous spills should be cleaned up and reported in conformance with the applicable Material Safety Data Sheet (MSDS) and the instructions posted at the project site. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 6 Hazardous Waste Management WM-6 • The National Response Center, at (8oo) 424-8802, should be notified of spills of federal reportable quantities in conformance with the requirements in 40 CFR parts 110, 117, and 302. Also notify the Governors Office of Emergency Services Warning Center at (916) 845- 8911. • A copy of the hazardous waste manifests should be provided. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Non point Source Pollution Control Program, 1995· Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity, 430/9-73-007, USEPA, 1973. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 6 of 6 Contaminated Soil Management WM-7 Description and Purpose Prevent or reduce the discharge of pollutants to storm water from contaminated soil and highly acidic or alkaline soils by conducting pre-construction surveys, inspecting excavations regularly, and remediating contaminated soil promptly. Suitable Applications Contaminated soil management is implemented on construction projects in highly urbanized or industrial areas where soil contamination may have occurred due to spills, illicit discharges, aerial deposition, past use and leaks from underground storage tanks. Limitations Contaminated soils that cannot be treated onsite must be disposed of offsite by a licensed hazardous waste hauler. The presence of contaminated soil may indicate contaminated water as well. See NS-2, Dewatering Operations, for more information. The procedures and practices presented in this BMP are general. The contractor should identify appropriate practices and procedures for the specific contaminants known to exist or discovered onsite. I m pi em entation Most owners and developers conduct pre-construction environmental assessments as a matter of routine. Contaminated soils are often identified during project planning and development with known locations identified in the plans, specifications and in the SWPPP. The contractor should review applicable reports and investigate appropriate call-outs in the November 2009 California Stormwater BMP Handbook Construction www .casqa .org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Objective ~ Secondary Objective Targeted Constituents Sediment 0 Nutrients 0 Trash 0 Metals 0 Bacteria 0 Oil and Grease 0 Organics 0 Potential Alternatives None ~ CASQA 1 of 5 Contaminated Soil Management WM-7 plans, specifications, and SWPPP. Recent court rulings holding contractors liable for dean up costs when they unknowingly move contaminated soil highlight the need for contractors to confirm a site assessment is completed before earth moving begins. The following steps will help reduce stormwater pollution from contaminated soil: • Conduct thorough, pre-construction inspections of the site and review documents related to the site. If inspection or reviews indicated presence of contaminated soils, develop a plan before starting work. • Look for contaminated soil as evidenced by discoloration, odors, differences in soil properties, abandoned underground tanks or pipes, or buried debris. • Prevent leaks and spills. Contaminated soil can be expensive to treat and dispose of properly. However, addressing the problem before construction is much less expensive than after the structures are in place. • The contractor may further identify contaminated soils by investigating: Past site uses and activities Detected or undetected spills and leaks Acid or alkaline solutions from exposed soil or rock formations high in acid or alkaline forming elements Contaminated soil as evidenced by discoloration, odors, differences in soil properties, abandoned underground tanks or pipes, or buried debris. Suspected soils should be tested at a certified laboratory. Education • Have employees and subcontractors complete a safety training program which meets 29 CFR 1910.120 and 8 CCR 5192 covering the potential hazards as identified, prior to performing any excavation work at the locations containing material classified as hazardous. • Educate employees and subcontractors in identification of contaminated soil and on contaminated soil handling and disposal procedures. • Hold regular meetings to discuss and reinforce disposal procedures (incorporate into regular safety meetings). Handling Procedures for Material with Aerially Deposited Lead (ADL) • Materials from areas designated as containing (ADL) may, if allowed by the contract special provisions, be excavated, transported, and used in the construction of embankments and/ or backfill. • Excavation, transportation, and placement operations should result in no visible dust. • Caution should be exercised to prevent spillage of lead containing material during transport. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 5 Contaminated Soil Management WM-7 • Quality should be monitored during excavation of soils contaminated with lead. Handling Procedures for Con tam ina ted Soils • Minimize onsite storage. Contaminated soil should be disposed of properly in accordance with all applicable regulations. All hazardous waste storage will comply with the requirements in Title 22, CCR, Sections 66265.250 to 66265.260. • Test suspected soils at an approved certified laboratory. • Work with the local regulatory agencies to develop options for treatment or disposal ifthe soil is contaminated. • Avoid temporary stockpiling of contaminated soils or hazardous material. • Take the following precautions if temporary stockpiling is necessary: Cover the stockpile with plastic sheeting or tarps. Install a berm around the stockpile to prevent runoff from leaving the area. Do not stockpile in or near storm drains or watercourses. • Remove contaminated material and hazardous material on exteriors of transport vehicles and place either into the current transport vehicle or into the excavation prior to the vehicle leaving the exclusion zone. • Monitor the air quality continuously during excavation operations at all locations containing hazardous material. • Procure all permits and licenses, pay all charges and fees, and give all notices necessary and incident to the due and lawful prosecution of the work, including registration for transporting vehicles carrying the contaminated material and the hazardous material. • Collect water from decontamination procedures and treat or dispose of it at an appropriate disposal site. • Collect non-reusable protective equipment, once used by any personnel, and dispose of at an appropriate disposal site. • Install temporary security fence to surround and secure the exclusion zone. Remove fencing when no longer needed. • Excavate, transport, and dispose of contaminated material and hazardous material in accordance with the rules and regulations of the following agencies (the specifications of these agencies supersede the procedures outlined in this BMP): United States Department of Transportation (USDOT) United States Environmental Protection Agency (USEPA) California Environmental Protection Agency (CAL-EPA) November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 5 Contaminated Soil Management WM-7 California Division of Occupation Safety and Health Administration (CAL-OSHA) Local regulatory agencies Procedures for Underground Storage Tank Rem ovals • Prior to commencing tank removal operations, obtain the required underground storage tank removal permits and approval from the federal, state, and local agencies that have jurisdiction over such work. • To determine if it contains hazardous substances, arrange to have tested, any liquid or sludge found in the underground tank prior to its removal. • Following the tank removal, take soil samples beneath the excavated tank and perform analysis as required by the local agency representative(s). • The underground storage tank, any liquid or sludge found within the tank, and all contaminated substances and hazardous substances removed during the tank removal and transported to disposal facilities permitted to accept such waste. Water Control • All necessary precautions and preventive measures should be taken to prevent the flow of water, including ground water, from mixing with hazardous substances or underground storage tank excavations. Such preventative measures may consist of, but are not limited to, berms, cofferdams, grout curtains, freeze walls, and seal course concrete or any combination thereof. • If water does enter an excavation and becomes contaminated, such water, when necessary to proceed with the work, should be discharged to clean, closed top, watertight transportable holding tanks, treated, and disposed of in accordance with federal, state, and local laws. Costs Prevention of leaks and spills is inexpensive. Treatment or disposal of contaminated soil can be quite expensive. 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 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 contractor's Water Pollution Control Manager, foreman, and/or construction supervisor to monitor onsite contaminated soil storage and disposal procedures. • Monitor air quality continuously during excavation operations at all locations containing hazardous material. • Coordinate contaminated soils and hazardous substances/waste management with the appropriate federal, state, and local agencies. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 4 of 5 Contaminated Soil Management WM-7 • Implement WM-4, Spill Prevention and Control, to prevent leaks and spills as much as possible. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity, 430/9-73-007, USEPA, 1973. Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 5 of 5 Concrete Waste Management Description and Purpose CONCRETE I WASHOUT AREA Prevent the discharge of pollutants to storm water from concrete waste by conducting washout onsite or offsite in a des'gnated area, and by employee and subcontractor training. The General Permit incorporates Numeric Effluent Limits (NEL) and Numeric Action Levels (NAL) for pH (see Section 2 of tl-is handbook to determine your project's risk level and if you are subject to these requirements). Many types of construction materials, including mortar, concrete, stucco, cement and block and their associated wastes have basic chemical properties that can raise pH levels outside of the permitted range. Additional care should be taken when managing these materials to prevent them from coming into contact with stormwater flows and raising pH to levels outside the accepted range. Suitable Applications Concrete waste management procedures and practices are implemented on construction projects where: • Concrete is used as a construction material or where concrete dust and debris result from demolition activities. • Slurries containing portland cement concrete (PCC) are generated, such as from saw cutting, coring, grinding, grooving, and hydro-concrete demolition. November 2009 California Stormwater BMP Handbook Construction www .casqa .org WM-8 Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None ~ 0 ~ CASQA CAlifORNIA STORMW,HfR 1 of 7 Concrete Waste Management WM-8 • Concrete trucks and other concrete-coated equipment are washed onsite. • Mortar-mixing stations exist. • Stucco mixing and spraying . • See also NS-8, Vehicle and Equipment Cleaning. Limitations • Offsite washout of concrete wastes may not always be possible. • Multiple washouts may be needed to assure adequate capacity and to allow for evaporation. Implementation The following steps will help reduce stormwater pollution from concrete wastes: • Incorporate requirements for concrete waste management into material supplier and subcontractor agreements. • Store dry and wet materials under cover, away from drainage areas. Refer to WM -1, Material Delivery and Storage for more information. • Avoid mixing excess amounts of concrete. • Perform washout of concrete trucks in designated areas only, where washout will not reach storm water. • Do not wash out concrete trucks into storm drains, open ditches, streets, streams or onto the ground. Trucks should always be washed out into designated facilities. • Do not allow excess concrete to be dumped onsite, except in designated areas. • For onsite washout: On larger sites, it is recommended to locate washout areas at least so feet from storm drains, open ditches, or water bodies. Do not allow runoff from this area by constructing a temporary pit or bermed area large enough for liquid and solid waste. Washout wastes into the temporary washout where the concrete can set, be broken up, and then disposed properly. Washout should be lined so there is no discharge into the underlying soil. • Do not wash sweepings from exposed aggregate concrete into the street or storm drain. Collect and return sweepings to aggregate base stockpile or dispose in the trash. • See typical concrete washout installation details at the end of this fact sheet. Education • Educate employees, subcontractors, and suppliers on the concrete waste management techniques described herein. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 7 Concrete Waste Management WM-8 • Arrange for contractor's superintendent or representative to oversee and enforce concrete waste management procedures. • Discuss the concrete management techniques described in this BMP (such as handling of concrete waste and washout) with the ready-mix concrete supplier before any deliveries are made. Concrete Demolition Wastes • Stockpile concrete demolition waste in accordance with BMP WM -3, Stockpile Management. • Dispose of or recycle hardened concrete waste in accordance with applicable federal, state or local regulations. Concrete Slurry Wastes • PCC and AC waste should not be allowed to enter storm drains or watercourses. • PCC and AC waste should be collected and disposed of or placed in a temporary concrete washout facility (as described in Onsite Temporary Concrete Washout Facility, Concrete Transit Truck Washout Procedures, below). • A foreman or construction supervisor should monitor onsite concrete working tasks, such as saw cutting, coring, grinding and grooving to ensure proper methods are implemented. • Saw-cut concrete 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 or by sweeping. Saw cutting residue should not be allowed 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. • Concrete slurry residue should be disposed in a temporary washout facility (as described in Onsite Temporary Concrete Washout Facility, Concrete Transit Truck Washout Procedures, below) and allowed to dry. Dispose of dry slurry residue in accordance with WM-5, Solid Waste Management. Onsite Temporary Concrete Washout Facility, Transit Truck Washout Procedures • Temporary concrete washout facilities should be located a minimum of 50 ft from storm drain inlets, open drainage facilities, and watercourses. Each facility should be located away from construction traffic or access areas to prevent disturbance or tracking. • A sign should be installed adjacent to each washout facility to inform concrete equipment operators to utilize the proper facilities. • Temporary concrete washout facilities should be constructed above grade or below grade at the option of the contractor. Temporary concrete washout facilities should be constructed and maintained in sufficient quantity and size to contain all liquid and concrete waste generated by washout operations. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 7 Concrete Waste Management WM-8 • Temporary washout facilities should have a temporary pit or bermed areas of sufficient volume to completely contain all liquid and waste concrete materials generated during washout procedures. • Temporary washout facilities should be lined to prevent discharge to the underlying ground or surrounding area. • Washout of concrete trucks should be performed in designated areas only. • Only concrete from mixer truck chutes should be washed into concrete wash out. • Concrete washout from concrete pumper bins can be washed into concrete pumper trucks and discharged into designated washout area or properly disposed of or recycled 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-s, Solid Waste Management. Dispose of or recycle hardened concrete on a regular basis. • Temporary Concrete Washout Facility (Type Above Grade) Temporary concrete washout facility (type above grade) should be constructed as shown on the details at the end of this BMP, with a recommended minimum length and minimum width of 10ft; however, smaller sites or jobs may only need a smaller washout facility. With any washout, always maintain a sufficient quantity and volume to contain all liquid and concrete waste generated by washout operations. Materials used to construct the washout area should conform to the provisions detailed in their respective BMPs (e.g., SE-8 Sandbag Barrier). Plastic lining material should be a minimum of 10 mil in polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. Alternatively, portable removable containers can be used as above grade concrete washouts. Also called a "roll-off'; this concrete washout facility should be properly sealed to prevent leakage, and should be removed from the site and replaced when the container reaches 75% capacity. • Temporary Concrete Washout Facility (Type Below Grade) Temporary concrete washout facilities (type below grade) should be constructed as shown on the details at the end of this BMP, with a recommended minimum length and minimum width of 10 ft. The quantity and volume should be sufficient to contain all liquid and concrete waste generated by washout operations. Lath and flagging should be commercial type. Plastic lining material should be a minimum of 10 mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. November 2009 California Stormwater BMP Handbook Construction www .casqa .org 4 of 7 Concrete Waste Management WM-8 The base of a washout facility should be free of rock or debris that may damage a plastic liner. Removal ofTemporary Concrete Washout Facilities • When temporary concrete washout facilities are no longer required for the work, the hardened concrete should be removed and properly disposed or recycled in accordance with federal, state or local regulations. Materials used to construct temporary concrete washout facilities should be removed from the site of the work and properly disposed or recycled in accordance with federal, state or local regulations .. • Holes, depressions or other ground disturbance caused by the removal of the temporary concrete washout facilities should be backfilled and repaired. Costs All of the above are low cost measures. Roll-off concrete washout facilities can be more costly than other measures due to removal and replacement; however, provide a cleaner alternative to traditional washouts. The type of washout facility, size, and availability of materials will determine the cost of the washout. Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspeeted weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Temporary concrete washout facilities should be maintained to provide adequate holding capacity with a minimum freeboard of 4 in. for above grade facilities and 12 in. for below grade facilities. Maintaining temporary concrete washout facilities should include removing and disposing of hardened concrete and returning the facilities to a functional condition. Hardened concrete materials should be removed and properly disposed or recycled in accordance with federal, state or local regulations. • Washout facilities must be cleaned, or new facilities must be constructed and ready for use once the washout is 75% full. • Inspect washout facilities for damage (e.g. torn liner, evidence ofleaks, signage, etc.). Repair all identified damage. References Blueprint for a Clean Bay: Best Management Practices to Prevent Stormwater Pollution from Construction Related Activities; Santa Clara Valley Nonpoint Source Pollution Control Program, 1995· Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department ofTransportation (Caltrans), November 2000, Updated March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. 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November 2009 California Stormwater BMP Handbook Construction www.casqa.org 7 of 7 Sanitary /Septic Waste Management WM-9 Description and Purpose Proper sanitary and septic waste management prevent the discharge of pollutants to storm water from sanitary and septic waste by providing convenient, well-maintained facilities, and arranging for regular service and disposal. Suitable Applications Sanitary septic waste management practices are suitable for use at all construction sites that use temporary 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 facility supplier will be all that it takes to make sure sanitary wastes are properly disposed. Storage and Disposal Procedures • Temporary sanitary facilities should be located away from drainage facilities, watercourses, and from traffic circulation. If site conditions allow, place portable facilities a minimum of so feet from drainage conveyances and traffic areas. When subjected to high winds or risk of high winds, temporary sanitary facilities should be secured to prevent overturning. November 2009 California Stormwater BMP Handbook Construction www.casqa.org Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control WM Waste Management and Materials Pollution Control Legend: 0 Primary Category ~ Secondary Category Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Potential Alternatives None 0 ~ CASQA 1 of 3 Sanitary /Septic Waste Management WM-9 • Temporary sanitary facilities must be equipped with containment to prevent discharge of pollutants to the storm water drainage system of the receiving water. • Consider safety as well as environmental implications before placing temporary sanitary facilities. • Wastewater should not be discharged or buried within the project site. • Sanitary and septic systems that discharge directly into sanitary sewer systems, where permissible, should comply with the local health agency, city, county, and sewer district requirements. • Only reputable, licensed sanitary and septic waste haulers should be used. • Sanitary facilities should be located in a convenient location. • 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 followed. • Temporary sanitary facilities that discharge to the sanitary sewer system should be properly connected to avoid illicit discharges. • Sanitary and septic facilities should be maintained in good working order by a licensed service. • Regular waste collection by a licensed hauler should be arranged before facilities overflow. • If a spill does occur from a temporary sanitary facility, follow federal, state and local regulations for containment and clean-up. Education • Educate employees, subcontractors, and suppliers on sanitary and septic waste storage and disposal procedures. • Educate employees, subcontractors, and suppliers of potential dangers to humans and the environment from sanitary and septic wastes. • Instruct employees, subcontractors, and suppliers in identification of sanitary and septic waste. • Hold regular meetings to discuss and reinforce the use of sanitary facilities (incorporate into regular safety meetings). • Establish a continuing education program to indoctrinate new employees. Costs All of the above are low cost measures. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 2 of 3 Sanitary /Septic Waste Management WM-9 Inspection and Maintenance • BMPs must be inspected in accordance with General Permit requirements for the associated project type and risk level. It is recommended that at a minimum, BMPs be inspected weekly, prior to forecasted rain events, daily during extended rain events, and after the conclusion of rain events. • Arrange for regular waste collection. • If high winds are expected, portable sanitary facilities must be secured with spikes or weighed down to prevent over turning. • If spills or leaks from sanitary or septic facilities occur that are not contained and discharge from the site, non-visible sampling of site discharge may be required. Refer to the General Permit or to your project specific Construction Site Monitoring Plan to determine if and where sampling is required. References Stormwater Quality Handbooks-Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), March 2003. Stormwater Management for Construction Activities; Developing Pollution Prevention Plans and Best Management Practice, EPA 832-R-92005; USEPA, April1992. November 2009 California Stormwater BMP Handbook Construction www.casqa.org 3 of 3 Tab I-Erosion Control Plan(s) Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 l I I ,. L~, I Clllllllfm 1-800-227-2600 2 Working il<l)' Before Yoo Dig IMPORTANT NOTICE SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A "PERMIT TO EXCAVATE" WILL BE VALID. FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SER\1CE ALERT TOLL FREE 1-800-422-4133 TWO WORKING DAYS BEFORE YOU DIG I J I _ _j -- LEGEND SYMBOL ~ llME! !.Ql;A]Qt! 0 AS INDICA TED, AND AT TOES ------· SILT FENCE SE-1 Of All SLOPES GREATER THAN 15 FT. HIGH 0 AS INDICA TED, AND AT TOPS ~c=c-=r=.:::r=: GRAVEL BAGS SE-6 AND TOES OF All SLOPES, INCLUDING TEMPORARY SLOPES 0 STABILIZED CONSTRUCTION TC-1 AS INDICATED, AND AT ANY ENTRANCE/ EXIT TYPE 2 OTHER ACCESS POINTS FOR CONSTRUCTION VEHICLES 0 STORM DRAIN INLET SE-10 ALL STORM DRAIN INLETS PROTECTION AS INDICA TED, AND AT TOPS ® --f•'--FIBER ROllS SE-5 AND TOES Of ALL SLOPES, INCLUDING TEMPORARY SLOPES •REFERS TO CALIFORNIA STORMWATER BMP HANDBOOK -CONSTRUCTIOII (NOVEMBER 2013) , .. - lit~:~ ~ 1. !Jl tt:> Iff {tJ'~ f rL, F·ts~f f .. -\. f ~J J t I I ----------------------------- EROSION CONTROL NOTES 1. THIS PROJECT HAS BEEN DETERMINED TO BE A RISK LEVEL 1 PROJECT lHE CONTRACTOR SHALL OBTAIN, READ, AND IMPLEMENT ALL PORTIONS OF THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP). 2. lHE CONTRACTOR IS RESPONSIBLE FOR DOING WEEKLY, PRE -STORM, MID-STORM, AND POST -STORM INSPECTIONS IN ACCORDANCE \11TH THE SWPPP. 3. lHE CONTRACTOR IS RESPONSIBLE FOR TRAINING SUBCONTRACTORS AT LEAST ONCE A MONTH OR AS NEW SUBCONTRACTORS MOBILIZE ONSITE. TRAINING SIHALL BE RECORDED IN lHE SWPPP. 4. PRIOR TO lHE START Of DEMOLITION OR EAR1HM0\1NG ACTI11TIES, lHE CONTRACTOR SHALL INSTAll ALL PERIMETER CONTROLS AND THE CONSTRUCTION ENTRANCE PER THE PLANS. 5. lHE CONTRACTOR SHALL INSTALL PROTECTION AROUND ANY EXISTING INLETS 111THIN THE PROJECT AREA AND PUBLIC RIGHT-OF-WAY. 6. DURING THE NON-RAINY SEASON, THE CONTRACTOR SIHALL STORE ADEQUATE SEDIMENT CONTROL MATERIALS ONSITE TO CONTROL DISCHARGES AT THE DOWNGRADE PERIMETER AND OPERATIONAL INLETS IN THE EVENT OF A PREDICTED STORM. 7. EQUIPMENT AND WORKERS SHALL BE AVAILABLE FOR EMERGENCY WORK AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHAll BE STOCKPILED ONSITE AT CONVENIENT LOCATIONS TO FACILITATE lHE RAPID INSTAllATION/CONSTRUCTION OF TEMPORARY EROSION CONTROL MEASURES 111HEN RAIN IS IMMINENT. 8. CLEARING AND GRUBBING SHALL BE DONE ONLY IN AREAS 111HERE EARTHWORK 111LL BE PERFORMED AND ONLY IN AREAS 111HERE CONSTRUCTION IS PLANNED TO COMMENCE \\1THIN 14 DAYS AFTER CLEARING AND GRUBBING OPERATIONS HAVE CEASED. 9. DISTURBED AREAS OF lHE SITE 111HERE CONSTRUCTION ACTI\1TIES HAVE CEASED FOR MORE THAN 14 DAYS SHALL BE TEMPORARILY STABILIZED \11TH HYDROSEEDING, HYRDOMULCHING, OR \11TH A BIODEGRADABLE FIBRE MATRIX 10. lHE CONTRACTOR SHAll INSTALL ADDITIONAL EROSION CONTROL MEASURES AS NEEDED OR AS REQUESTED BY A CITY OfFICIAL, THE OWNER'S ENGINEER, AND OR REGULA TORY AGENCY INSPECTOR. 11. THE CONTRACTOR SHALL BE RESPONSIBLE AND TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS INTO AREAS 111HERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 12. NO RUN-ON IS ANTICIPATED FOR lHIS PROJECT. THE CONTRACTOR SHALL BE RESPONSIBLE AND TAKE NECESSARY ACTIONS TO EFFECTIVELY MANAGE ALL POTENTIAL RUN-ON PER THE GENERAL PERMIT. 13. THE CONTRACTOR IS RESPONSIBLE TO SAMPLE AND TEST RUNOFF LEA11NG THE SITE. INITIAL SAMPLING LOCATIONS ARE SHOWN ON THE EROSION CONTROL PLANS. SAMPLING LOCATIONS SHALL BE ADJUSTED AS REQUIRED TO ENSURE THAT SAMPLES ARE REPRESENTATIVE OF ALL WORK TAKING PLACE. 14. CONTRACTOR SHALL COORDINATE THE LOCATION OF THE LA YDOWN AREA \11TH THE SDUSD REPRESENTATIVE. CONTRACTOR'S LAYDOWN AREA SHALL INCLUDE; -CONSTRUCTION TRAILER -PORTABLE RESTROOM(S) -MA !ERIAL/SOIL/WASTE OR WATER STORAGE AREA -LOADING/UNLOADING AREA -CONCRETE WASHOUT AREA. -WASTE MATERIALS -EQUIPMENT AND WORKER VEHICLE PARKING. 15. THE CONTRACTOR IS RESPONSIBLE FOR UPDATING lHE EROSION CONTROL PLAN TO SHOW ALL LOCATIONS 111HERE POTENTIAL NON-STORMWATER DISCHARGES MAY OCCUR. (LL MA !ERIAL STORAGE, WASTE STORAGE AREA, VEHICLE MAINTENANCE AND VEHICLE FUELLING AREA, STORAGE AREA, STOCKPILE AREA, ETC.) REFER TO SWPPP FOR ADDITIONAL INFORMATION OF NON-STORMWA TER DISCHARGES. 16. EQUIPMENT AND WORKER VEHICLE PARKING. "As Rocsling Nakamura rerado Architects 363 Fifth Avenue San Diego Coliforn1a P619.233.1023 F619.233.0016 WW'N.RNTarchllects.com {city of Carlsbad aiilorn1a BUILT" P.E. ---EXP. ___ _ DATE REVIEWED BY; OVERALL EROSION CONTROL PLAN INSPECTOR DATE SCALE: 1" =50' GRAPHIC 50 0 !;;;we--SCALE 50 I ( IN FEET ) 1 INCH = 50 FT SHEET INDEX fSHEETl CITY OF CARLSBAD fSHEETsl r---~~~~~~~~~~~~~~~~~~~~~~~~~~----lt=====t====i=================================+=====t====+=====+==~ ~~~=g~~=P=A~R~K~S=&~R=E~C~R=E=A=TI=O=N=D=E=P=A=R=TM=E=N=T~~~===X==~ PRELIMINARY-NOT FOR CONSTRUCTION IMPROVEMENT PLANS FOR f) BergerABAM 10525 Vista Sorrento Parkway, Suite 350, San Diego, CA 92121 (858) 500-4500 Fax: (858) 500-4501 PI_CTTE~ FLC. PPO.JECf '.J DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL DATE INITlAL CITY APPROVAL PINE AVENUE PARK COMMUNITY CENTER & GARDEN OVERALL EROSION CONTROL PLANS ACCEPTED BY; PUBLIC WORKS DIRECTOR DWN BY;---~ ~~~g ~~.-PROJECT NO. 4603 PAT THOMAS (j) z w 0 0::: <( (!) ~ 0::: w f-z w u >-t:: z => ~ ~ 0 u ~ 0::: <( n.. w => z w ~ w z n.. w C/l[l(llfm: 1-800-227-2600 2 'NOO<ing Do)' Before Yoo 0~ ,, --~ ----~~~~--··-·"'"'~--~~-"-·-- I I IMPORTANT NOTICE SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICA noN NUMBER BE ISSUED BEFORE A "PERMIT TO EXCAVATE" \\1LL BE VALlO, FOR YOUR DIG ALERT LD, NUMBER CALL UNDERGROUND SER'-1CE ALERT TOLL FREE 1-800-422-4133 TWO WORKING DAYS BEFORE YOU DIG PROPOSED COMMUNITY CENTER F.F=62.40 EROSION CONTROL PLAN SCALE: 1" = 20' GRAPHIC SCALE 20 0 20 ~----I ( IN FEET ) 1 INCH ~ 20 FT ,--- 1 ;:::==_j I I ' I I I I I I I I , 1 I I I I ·, :~~ 1 I I 1 I I L_j )'. '' LEGEND SYMBOL DESCRIPTION Q • • • SILT FENCE 0 GRAVEL BAGS 0 STABILIZED CONSTRUCTION ENTRANCE/ EXIT 0 tbJ) STORM DRAIN INLET PROTECTION ® --FR--~BER ROLLS @ CONSTRUCTION FENCE --X--\11TH SCREEN !!ME' SE-1 SE-6 TC-1 TYPE 2 SE-10 SE-5 ~ AS INDICATED, AND AT TOES OF ALL SLOPES GREATER THAN 15 FI HIGH AS INDICATED, AND AT TOPS AND TOES OF ALL SLOPES, INCLUDING TEMPORARY SLOPES AS INDICATED, AND AT ANY OTHER ACCESS POINTS FOR CONSTRUCTION VEHICLES ALL STORM DRAIN INLETS AS INDICA TED, AND AT TOPS AND TOES OF ALL SLOPES, INCLUDING TEMPORARY SLOPES •'' /"' v "'v' , .. Roesling Nakamura Terada Architects 363 F1ffh Avenue Son Diego. California P619.233 1023 F619.233.0016 w.vw RNTarchitects.com 'REFERS TO CAUFORNIA STORMWA lER BMP HANDBOOK -CONSTRUCTION (NOVEMBER 2013) (city of Carlsbad "AS BUILT" PL ___ EXP, ___ _ DATE REVIEWED BY: INSPECTOR DATE fSHEEll CITY OF CARLSBAD [SHEETs] r-----------------~~~~~~~~~~~~~~~~~~--~~--~--~-----------------~r---t--f---r--~~~===2~~=PA=R=K=S==&=R=E=C=R=EA=TI=O=N==D=EP=A=R=T=M=EN=T==~~===X~ PRELIMINARY-NOT FOR CONSTRUCTION IMPROVEMENT PLANS FOR f) BergerABAM 10525 Vista Sorrento Parkway, Suite 350, San Diego, CA 92121 (858) 500-4500 Fax: (858) 500-4501 REv1E'M.D8" 8. J7 A ·\15.U1)4r) \I_:_ ')L_II---cD'-A'"TEo-1--;;,N:;;ciTI;;cAc;-L+----------------+oruAcrn:ct-liNiNimTIAML-tco;A'A TEIT-j-;;:Nffi!Tin:;A;LLi 'i'iR _ ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL PINE AVENUE PARK COMMUNITY CENTER & GARDEN EROSION CONTROL PLANS PROJECT NO, 4603 PAT nHOMAS (f) z w 0 0::: <( (!) o6 0::: w f-z w u >-!::: z ::> ~ ~ 0 u :X: 0::: <( (L w ::> z w ~ w z a: MATCHLINE-SEE BELOW RIGHT li Cllllflliln 1-800-227-2600 2 Worting Doys Belore Yoo D~ IMPORTANT NOTICE SECTION 4216/4217 OF Tl-lE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A "PERMIT TO EXCAVATE" WILL BE VALID. FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT TOLL FREE 1-800-422-4133 TWO WORKING DAYS BEFORE YOU DIG LEGEND SYMBOL DESCRIPTION 0 • • • SILT FENCE (j) GRAVEL BAGS 0 STABIUZED CONSnRUCTION ENnRANCE/ EXIT 0 © STORM DRAIN INLET PROTECTION ® --FR--FIBER ROLLS @ --X--CONSTRUCTION FENCE WITH SCREEN BMP' SE-1 SE-6 TC-1 TYPE 2 SE-10 SE-5 !.OCAI!Q!; AS INDICA TED, AND AT TO£S Of ALL SLOPES GREATER THAN 15 FT. HIGH AS INDICA TED. AND AT TOPS AND TOES OF ALL SLOPES. INCLUDING TEMPORARY SLOPES AS INDICA TED. AND AT ANY OTHER ACCESS POINTS FOR CONSnRUCTION VEHICLES ALL STORM DRAIN INLETS AS INDICA TED. AND AT TOPS AND TO£S OF AIUL SLOPES. INCLUDING TEMPORARY SLOPES Roesl1ng Nakamura Terada Architects 363 Fifth Avenue Son Diego. California P619 233.1023 F619 233.0016 www.RNTarchitecls.com 'REFERS TO CAUFORNIA STORMWA TER BMP HANDBOOK CONSJRUCTION (NOVEMBER 2013) C o r n i a "AS BUILT" P.E. ___ EXP. ----DATE REVIEWED BY: ~~~~IONCONTROLPLAN~------~~--~~~~~~~~~-+---------~-+-~~-~~~=3 ~1~£~cr~1~&~~~J~~~S~~~~R~~~J~~~~~E~J=x~J PRELIMINARY-NOT FOR CONSTRUCTION 1------t---+-----------+--t---t--t--i IMPROVEMENT PLANS FOR: INSPECTOR DATE GRAPHIC SCALE 20 0 20 u-...... I ( IN FEET ) 1INCH=20FT 1--...;....;..;.;;;;.;;;;;.;.;....;......;_.;_ _________ 1:::,-::-T£-----"""1 PINE AVENUE PARK COMMUNITY CENTER & GARDEN f) BergerABAM PLOTTI:\.1 DATE INITlAL REVISION DESCRIPTION OTHER APPROVAL DATE INITlAL CITY APPROVAL EROSION CONTROL PLANS PROJECT NO. 4603 PAT THOMAS (f) z UJ 0 0:: <{ C) o(S 0:: UJ 1-z UJ u >-t:: z ::> ~ ~ 0 u :::.::: 0:: <{ 0... UJ ::> z UJ ~ UJ z 0... w WTrtifllE 1-800-227-2600 111'00<ing Day.; Before Yoo Dig Silt Fence ·: ~ l: """ ~ ll'~ ~1 '-"· ~-~A ';i ,,~ ~ " r ;3 " '-' ~ < . ;;j .~ . '" '-' ~t ~! z z !~ 1l Fiber Rolls IMPORTANT NOTICE SECllON 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICA ~ON NUMBER BE ISSUED BEFORE A "PERMIT TO EXCAVATE" WILL BE VALID. FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT TOLL FREE 1-800-422-4133 TWO WORKING DAYS BEFORE YOU DIG ~ ~ e ~ w g , z w s~~~.rn1 ~ S•·lf"e('t;eSC-1 _s_t_o_r_m_D_r_a_in_ln_le_t_P_ro_t_e_c_t_io_n ____ ~ f ,·r ~(,n~,~r-trot-"'c t._ . .., •• -.~-- ,. C<!l:1.1r-~ S\<:><W W!Jlttr Q.i<.hty Ha!vjbQ.:,~<, Cons.tructlon Sit. B.st Management Pr.acticH Milm.lal Mar~;,1 :w:n ........ S!!C!I$•4 '"•l;~r ~o ,, SC-S ~ 0i !I , ~rr\ ~~ r r~,~~ \Jq < ,f tt(JC (t~ -~·r. t ·~·1 S,.,::;t,urr.t Ston>l Ol·l,., !!;let Pt..:-'t-CtW SC-10 6-:tff Stabilized Construction Entrance/Exit ll'c-~1 Stabilized Construction EntrancetExtt (Type 2) Roesling Nakamura Terada Architects 363 Fifth Avenue San Orego. Colrfomia P619.233.1023 F619.233.0016 www.RNTarchitccts.com (city of Carlsbad r n 1 a "AS BUILT" P.E. ---EXP. ___ _ DATE REVIEWED BY: INSPECTOR DATE fSHEEil CITY OF CARLSBAD ~ ~----------------------------------------------------------~~---r--f-----------------lr---i---r---r-~~ PARKS & RECREA~ON DEPARTMENT ~ PRELl M I NARY -NOT FOR CONSTRUCTION :=IM:=::PR=::OVE==':'M=:EN=T=P=LAN=s=Fo=R=: ~=====::=:::!_!::::==::::::; f) BergerABAM F'l',;m::: 8 )7 A -'IFJ04Q SL_ OAT£ INillAL ENGINEER OF WORK REVISION DESCRIPTION DATE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL PINE AVENUE PARK COMMUNITY CENTER & GARDEN EROSION CONTROL DETAILS ACCEPTED BY: PROJECT NO. 4603 PAT THOMAS (/) z l.U 0 0:: <X: (!) o6 0:: l.U 1-z l.U (_) >-t:: z ::::> ~ ~ 0 (_) :::.::: 0:: <X: a. l.U ::::> z l.U ~ l.U z a. Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Tab l-Visual Inspection Field Log Sheet The General Permit requires that BMPs be inspected weekly and once each 24-hour period during extended storm events. The purpose of these inspections is to identify BMPs that: Need maintenance to operate effectively; Failed; or Could fail to operate as intended. If deficiencies are identified during BMP inspections, repairs or design changes to BMPs must be initiated within 72 hours of identification and need to be completed as soon as possible. All BMP inspections must be documented on the inspection checklist under the Tab. Sample inspection sheets are provided below, however the QSP may create an alternative data collection sheet in a different style or format. Items to be inspected include: • BMP inspections. • Qualifying Rain Event Inspections. • Pre-Rain Event Inspections. • Post-Rain Event Inspections. • Non-stormwater Discharges Inspections. Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Hisk Level1 Visual Inspection Field Log Sheet Date and Time of Inspection: 1 Report Date: Inspection D Weekly D Before D During D Following D Contained D Quarterly Type: predicted rain event qualifying rain stormwater non- rain event release storm water Site Information Construction Site Name: Construction stage and I Approximate area completed activities: of exposed site: Weather and Observations Date Rain Predicted to Occur: Predicted % chance of rain: Estimate storm beginning: Estimate storm Estimate time since last Rain gauge reading: duration: storm: (date and time) (hours) (days or hours) (inches) Observations: If yes identify location Odors Yes D NoD Floating material Yes D NoD Suspended Material Yes D NoD Sheen Yes D NoD Discolorations Yes D NoD Turbidity Yes D NoD Site Inspections Outfalls or BMPs Evaluated Deficiencies Noted (add additional sheets or attached detailed BMP Inspection Checklists) Photos Taken: I Yes D No D I Photo Reference IDs: Corrective Actions Identified (note if SWPPP change is needed) Inspector Information Inspector Name: Inspector Title: Signature: I Date: Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Part IV. Additional Pte-Srorm Observations. Note the presence or absence of floating and suspended materials, sheen, discoloration. turbidity, odors, and source(s) of pollutants(s). Yes, No, N/A Do storm water storage and containment areas have adequate freeboard? If no, complete Part Ill. Are drainage areas free of spills, leaks, or uncontrolled pollutant sources? If no, complete Part VII and describe below. Notes: Are storm water storage and containment areas free of leaks? If no, complete Parts Ill and/or VII and describe below. Notes: Part V. Additional During Storm Observations. If BMPs cannot be inspected during inclement weather, list the results of visual inspections at all relevant outfalls, discharge points, and downstream locations. Note odors or visible sheen on the surface of discharges. Complete Part VII (Corrective Actions) as needed. Outfall, Di5charge Point, or Other Downstream location Location Description Location Description Location Description Location Description Location Description Tab K -Training Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Hisk Level1 Personnel at all levels shall be trained in the components and goals of the General Permit. Training is also required for employees of the contractor and any subcontractors. Employees of the Contractor and any subcontractors working on the construction site shall be informed of the goals of the storm water pollution prevention plan at a training meeting prior to commencing construction activities. The training meeting shall cover basic storm water information as well as the specific requirements of the General Permit. Specifically, the meeting will focus on implementation. inspection, and maintenance of storm water BMPs. Employees responsible for implementing, inspecting. maintaining. or repairing storm water BMPs will receive copies of relevant portions of the SWPPP. The QSP shall train all new employees and subcontractors before they will be permitted to work on the site. For projects that start during the dry season, refresher sessions on storm water pollution control will be conducted prior to the wet season. Additional training will be provided as necessary based on site inspections and evidence of storm water quality problems. A sample form "Record of SWPPP Training Sessions" is contained in this Tab. Record of SWPPP Training Session Training Date: Instructor: 0 Inspections 0 SWPPP BMPs Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 0 BMP Maintenance/Repair 0 Non-Storm Water Discharges Topics Covered: 0 Other (e.g., workshops offered by agencies, SWRCB/RWQCB, or professional organizations) Name Company Telephone Number SWPPP Responsibilities<•> Received Complete SWPPP or Excerpt (Yes/No) (a) SWPPP responsibilities may include one or more of the following: BMP Installation, Inspection, Maintenance; Training; SWPPP Revisions, Non-Storm Water Discharges, Storm Water Sampling Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Tab L -Qualified Personnel I Responsible Parties and Contact Information A "qualified" inspector is a person knowledgeable in the principles and practice of erosion and sediment controls who possesses the skills to assess conditions at the construction site that could impact storm water quality and to assess the effectiveness of any sediment and erosion control measures selected to control the quality of storm water discharges from the construction site. They shall also have read and understood all portions of this SWPPP, including the General Permit. Training may have been provided by the civil engineer, the inspector's employer, and/or other formal or informal training class. Note on the Inspection Form, the inspector's qualifications will include all training classes. Job title, unless he/she is a registered civil engineer, is not sufficient. The individual(s) responsible for pre-storm, post-storm, and storm event BMP inspections, and the qualified person(s) assigned responsibility to ensure full compliance with the permit and implementation of all elements of the SWPPP, including the preparation of the annual compliance evaluation and the elimination of all unauthorized discharges are: Name: ____________________________________________________ _ Phone #: ___________________ Emergency Phone #: _______ _ Company: Responsibilities: Site Superintendant -General Supervision __________________ _ Name: ------------------------------------------------------------Phone #: _________________________ Emergency Phone #: ______________ __ Company: ______________________________________________________ ___ Responsibilities=----------------------------------------------·----~ Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Tab M-Contractor/ Subcontractor List Contractors and subcontractors who will work on the site are listed in the table below. This list of contractors and subcontractors shall be kept current throughout the construction project. Each contractor and subcontractor shall have access to copies of applicable sections of the SWPPP or equivalent document prior to commencement of construction. General Contractor: Responsible Person: Name!fitle SWPPP Responsibilities Address/ Phone Number(s) 1 Sub-Contractor(s): Name[fitle SWPPP Responsibilities Address/ Phone Number(s) 1 Notes: (1) Include: Daytime, Cellular/Pager, and Emergency Numbers Tab N -REAP Template Not required for Risk Level 1 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 TAB 0-QSD and QSP Certificates Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 CALIFORNIA CONSTRUCTION GENERAL PERMIT C)l ;\LIFI ()lJALI Fl E \A/ r I) f1 o LC1 EIZ(Cl)D) l r) r) 11 rtAc~r· 1 NErz ((l$11 ) Steven Lewis Oct 08, 2015 -Oct 08, 2017 Certificate # 2 5 63 7 California Stormwater Quality Association and California Construction General Permit Training Team TAB P-Annual Report(s) 2016 Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 TAB Q-Wetlands Exhibit Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 User Remarks: Community Center & Gardens This map Is for general reference only. The US Fish and Wildlife Service Is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. Pine Ave. Park Mar 31,2016 Wetlands Freshwater Emergent Freshwater Forested/Shrub Estuarine and Marine Deepwater Estuarine and Marine Freshwater Pond l ake Riverine -Other Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 TAB R-Sampling Log, Sampling Guidance SAMPLE LOG Sample Identification Sample Location Sample Collection Date and Time Notes: FIELD ANALYSIS VesD NoD Sample Identification Test Result Notes: Sampling Guidance 1.0 Guidance on Field Measurements Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 This section details the general practices for sampling using field meters. Before any sampling begins it is imperative to wear proper clothing and equipment. This includes the appropriate sampling safety equipment and powder-free nitrile gloves. 1.1 Instrument Calibration Calibrate field meters and equipment before any sampling. Follow the calibration instructions provided by the manufacturer with your instrument. Calibration standards should be purchased with your instrument and repurchased as needed. The standards have limited shelf life and should not be used beyond the expiration date. Most pH meters require a two or three point calibration curve; therefore you will need to purchase two or three different standard solutions. Typical solutions have pH values of 4, 7, and 10. Turbidity measurements are also based on a two or three point curve and should include a zero value. It is very important to make sure that the turbidity standard solution is well mixed before meter calibration. Since turbidity standards sometimes contain suspended solids, inaccurate calibration can result if the standards are not properly mixed. 1.2 Field Meter Sampling Measurement of turbidity and pH using a field meter is very similar. Figure D-2 shows an example of an all-in-one field meter, which among other things, records pH and turbidity. Since methods for specific field meters vary from model to model carefully follow the instructions provided by the manufacturer. This pictorial guide provides an outline for the methods appropriate for an all-in-one meter. Figure D-2 Example of an All-ln-One meter 1.2.1 Measurements In-Stream Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 The simplest method is to place the sensor directly into the waterway or flow path (Figure D-3) and record the results. This will only work if there is significant runoff with a depth greater than six inches, which may not be the case at a construction site. With this method, it is important to not only to have runoff with a significant depth but to sample in a location that is representative of the entire flow. Avoid puddles that might have formed off of the main drainage. Figure D-3 Measuring pH and turbidity in-stream measurements 1.2.2 Measurements in a Sample Container Most likely the sampling will take place in low flow conditions so an intermediate container must be used. The container should be clean and decontaminated. Make sure to obtain a grab sample that represents site runoff conditions. If two or more runoff streams originating from the site converge at one location downstream from the construction site, then collect a grab sample at this location. Collect the field sample by holding the container in the flow path (Figure D-4) until enough water is obtained to fill the field meter's receiving container. In some cases. small, clean cups or sampling syringes may be needed to collect an adequate sample volume. Next pour the grab sample into the field meter's receiving container (Figure D-5). Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Figure D-5 Transferring sample to field meter sample container Insert field meter into receiving container with the sample water (Figure D-6). This step will differ based on the design of the meter. Wait for the pH and turbidity values to stabilize before recording the results, which may take few moments. Complete the field logs with results and any important information to describe the sampling settings. Include in the documentation any apparent odor, color. clarity. sheen, and other visual characteristics of the water sample. Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 Figure D-7 Measuring pH and turbidity in the sample container TAB S -NOAA Instructions Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 National Weather Service-NWS San Diego Detailed 7-day; f.orecast Detailed Point Fore.~ast [Move Down) [Move Up) A-This information specifies the location for the forecast on this page. This includes a general description with respect to a reference city as well as the latitude, longitude, and elevation of the forecast location. 8-"En Espaiiol"-This links to the Spanish language version of this page. C -"Last Update" -Date and time this forecast was last updated. D-"Forecast Valid"-Beginning and ending dates and times for which this forecast is valid. National Weather Service-NWS San Diego E -"Forecast at a Glance" -This is a "point" forecast for a small area near the location specified just above the "Forecast at a Glance" header in Section A. Chances for precipitation, if any, are contained on the icon for each forecast period. Values for high and low temperature are specified as a single value, though locations near this "point" could easily be a few degrees warmer or cooler. These "point" conditions represent an average for a 2.5 by 2.5 kilometer (1.5 by 1.5 mile) area around the point. F-"Hazardous Weather Condition(s)"-Links to any watches, warnings, or advisories for hazardous weather near this location. G-"Detailed 7-Day Forecast"-This is a text forecast for a small area (1.5 miles by 1.5 miles or 2.5 by 2.5 kilometers) near the point where you clicked, the location of which is specified in Section A. H-"Detailed Point Forecast"-The red square indicates the current forecast location. The latitude, longitude, and elevation of this location is also specified below this map. You may click on another location on this map to obtain a forecast for a new location. I -"Current Conditions" -This is the latest weather report for a location near the current forecast location. J "Other Local Obs"-Click on this link to obtain other weather reports for locations in the same forecast zone as the current forecast locations. K-"2 Day History"-Click on this link to obtain weather reports for the past two days for the observation location in "Current Conditions" in Section I. L -"Radar and Satellite Images"-This section constains a link to the nearest radar and to an infrared satellite 1mage. M -"National Digital Forecast Database"-This section constains links to graphical images from the National Digital Forecast Database (NDFD). N-"Zone Area Forecast for ... "-This is a link to the area forecast for the forecast zone in which the current forecast location resides. 0-"Additional Forecasts and Information"-This section contains links for additional information such as for a forecast discussion, observed rainfall, or a zoomed-in visible satellite image. Webrnaster US Dept of Comrnerce National Oceanic and Atmospheric Administration National Weather Service San Weather Forecast Office 11440 Bernardo Court Suite 230 San Diego, California 92127 Tel: (858) 675-8700 Discla•mer lnforma\ion Quality Credits Glossary Privacy Freedom of lnf,~rnn;,tinn Act About Us Career Show Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 TAB T-Post Construction BMP Site Plan 1lr C/llllllfl([ 1-800-227-2600 2 Worling Days S.foce You Dig ~ . I I f• IMPORTANT NOTICE SECTION 4216/4217 OF TIHE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A "PERMIT TO EXCAVATIE" WILL BE VALID. FOR YOUR DIG ALERT 1.0. NUMBER CALL UNDERGROUND SER\1CE ALERT TOLL FREE 1-800-422-4133 TWO WORKING DAYS BEFORE YOU DIG 50 GRAPHIC SCALE ~ 0 50 ----I I ( IN FEET ) 1 INCH = 50 FT 1' I . . . D 5 1.97 AC. s~L~~Tso~ONSTRUCTION BMP SITE PLAN TYPE 'D' Areas Draining to BMPs DMA 1 1'11LL DRAIN TO BMP-1 (INFILTRATION TRENCH) DMA 2 1'11LL DRAIN TO BMP-2 (PERV10US CONCRETE) DMA 3 1'11LL DRAIN TO BMP-2 (PERV10US CONCRETE) DMA 4 1'11LL DRAIN TO BMP-2 (PERV10US CONCRETE) DMA 5 1'11LL DRAIN TO BMP-3 (BID-RETENTION SWALE) DMA 1 LANDSCAPE ..•••.•....•......... ROOF, CONCRETE PVMT. PERV10US CONCRETE • ROOF, CONCRETE PVMT • . ......••••••• INFILTRATION TRENCH . . . . . . . . . . . • • • . . LANDSCAPE • DMA3 PERV10US CONCRETE • DMA4 PERV10US CONCRETE. DMA5 LANDSCAPE. CONCRETE PVMT. ................. ASPHALT PVMT. •.•••.••••........ BID-RETENTION SWALE . NOTES HYDROLOGIC SOIL GROUP B .c.:=:J .1--J _L______j .c.:=:J .c.:=:J .II .c.:=:J .c.:=:J . c:=:J -~ 2. GROUNDWATER WAS ENCOUNTERED IN BORINGS B-1 TIHROUGH B-3 AT DEPTIHS BETWEEN ABOUT 15~ FEET AND 18 FEET BELOW TIHE EXISTING GROUND SURF ACE. P.E. REVIEWED BY: Roe~hng Nakamura Terada Architects 363 Fifth A venue San Drego, Colifornro P619.233.1023 F619.233.0016 www RNTarchrtects com "AS BUILT" EXP. ___ _ DATE C"""iPJFR~EiJuwMmiN~A~R-:yY-~Nioo~r"FFoOiR~conN~s~T~RiiiuircTir1n0t:JN-,E3=E=:============i==i=E=t=3 ~ ~~;;;R oF cARLsBAD ~ • • n,nf ()Si?·"-l'o ~I~M~P~RO~VE~M~E~:~:~R~:S~LAN~&~S~R~:o~C~:~EA~T~IO~N~D~E~P~A~RTM~E~N~T~b~X~ '!f~ BergerAB· A "A "" '"'-" 4. 25 p PINE AVENUE PARK coMMUNITY cENTER & GARDEN --~ V 1 FCC 'Pc\E~ NO POST CONSTRUCTION BMP SITE PLAN !\ '€.0040 ·sr.'L PO 16~09 fif:'SIG!>j!l'f ~~----~ol~L·~==~==i=======~-=--------===t===t==~===t~ 10525 Vista Sorrento Parkway, Suite 350, San Diego, CA 92121 1'""' ,, U (858) 500~4500 Fax: (858) 500-4501 REVISION DESCRIPTION CITY APPROVAL DATE INITIAL f<l'v1lWU bY ENGINEER OF WORK DATE INITIAL DATE INITIAL 4603 OTHER APPROVAL (/) z UJ 0 0::: <( (.9 ~ 0::: UJ f-z UJ 0 >-t: z ~ 2 2 0 0 ~ 0::: <( Q_ UJ ~ z UJ ~ UJ z 0::: TAB U - List of References Storm Water Pollution Prevention Plan (SWPPP) Pine Avenue Park Community Center & Gardens Risk Level1 1. Order No. 2009-0009-DWQ amended by 2010-0014-DWQ & 2012-2006-DWQ for Storm Water Discharges Associated with Construction Activities with Attachment C (Risk Level 1) 2. Geotechnical Investigation Multi-Generational Community Center, Pine Avenue Park, Carlsbad, California, August 7, 2015 Appendix E Storm Water Quality Management Plan (SWQMP) CITY OF CARLSBAD PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR PINE AVENUE PARK COMMUNITY CENTER AND GARDENS PROJECT ID: DWG 493-3A SWQMP No. 16-19 ENGINEER OF WORK: WILLIAM RYAN LUND PE NO. 36812 PREPARED FOR: CITY OF CARLSBAD LAND DEVELOPMENT DEPARTMENT 1635 FARADAY AVENUE CARLSBAD, CA 92008 7660-602-27 40 PREPARED BY: BERGERABAM 10525 VISTA SORRENTO PARKWAY, SUITE 350 SAN DIEGO, CA 92121-2745 858-500-4500 DATE: MAY, 20, 2016 TABLE OF CONTENTS Certification Page Project Vicinity Map FORM E-34 Storm Water Standard Questionnaire Site Information FORM E-36 Standard Project Requirement Checklist Summary of PDP Structural BMPs Attachment 1: Backup for PDP Pollutant Control BMPs Attachment 1 a: DMA Exhibit Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition Attachment 1 e: Pollutant Control BMP Design Worksheets I Calculations Attachment 2: Hydromodification Exemption Analysis Attachment 3: Structural BMP Maintenance Thresholds and Actions Attachment 4: Single Sheet BMP (SSBMP) Exhibit CERTIFICATION PAGE Project Name: Pine Avenue Park Community Center and Gardens Project ID: I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for this project, and that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order. I have read and understand that the City Engineer has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable source control and site design BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. Engineer of Work's Signature, PE Number & Expiration Date William Ryan Lund Print Name BergerABAM Company May 20. 2016 Date PROJECT VICINITY MAP ·.I ,. , ~") (!.(l'i'f~ [.l~ . I. -· --r<~ "'1 \ BergerABAM 10525 Vista Sorrento Parkway, Suite 350, San Diego, CA 92121 (858) 500-4500 Fax: (858) 500-4501 SL PLOT NO: (\ ' H!.,'.!'-.\1&._~').'\i l '-~'A to--> ' ' VIC INITY r~c"~ *\~/- .• /"" j.F'. ,. .,, "'• ... ' . I I \,. \ MAP PINE AVENUE COMMUNITY PARK 3333 HARDING STREET CARLSBAD , CA 92008 DATE: SEPT, 2015 PROJECT NUMBER: A16.0040 FIG 1 ·· City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. . >>>>;,;· .. · ;· ~~> '~ PROJECT llfFOIUII.MtiOrt; y>· : ··~· '"' .··:c.·· .... .c >:,c.· •· PROJECT NAME: Pine Avenue Park Community Center and Gardens PROJECT ID: ADDRESS: 3209 Harding Street, Carlsbad, CA 92008 APN: 204-093-(02-08), 204-100-(05-06) The project is (check one): D New Development Ill Redevelopment The total proposed disturbed area is: 130688 ft2 ( 3.0 ) acres The total proposed newly created and/or replaced impervious area is: 50,511 ft2(1.16 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP #of the larger development project: Project ID SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of 4 REV 02/16 Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? YES NO D If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; 0 b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets uidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? D D If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): answered "no" to the above is not exem 3. E-34 Page 2 of 4 REV 02/16 To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and de on or land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public C1e•veli0Dt17e,nt nJ't"ut:.>f"'t<> On Or land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification code 581 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside includes devel ment on an natural sl that is or 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the of a trucks, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the · to the ESA e. not · with flows from * 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 501 501 5541 7532-7 or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic of 100 or more vehicles da 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203 YES NO D D D D D D D D D D D If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box stati is a 'STANDARD PROJECT' ... " and com cant information. E-34 Page 3 of 4 REV 02/16 YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = _4_0_'2_6_4 _________ sq. ft. Total proposed newly created or replaced impervious area (B)= _5_0_'5_1_1 _________ sq. ft. Percent impervious area created or replaced (B/A)*1 00 = 125.4 % D If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... "and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box is a PDP ... " and icant information. 1Zl My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. · ~ote: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations 1d exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: ________________ _ Applicant Title:--------------- Applicant Signature: ______________ _ Date: _________________ __ * Environ i are not i i water areas as Biological Signi i by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for City Use 0 n/y YES NO City Concurrence: D D By: Date: Project ID: E-34 Page 4 of 4 REV 02/16 SITE INFORMATION CHECKLIST Project Summer Information Project Name Pine Avenue Park Community Center & Gardens Project ID Project Address 3209 Harding Street Carlsbad, CA 92008 Assessor's Parcel Number(s) (APN(s)) 204-093-(02-08), 204-1 00-(05-06} Project Watershed (Hydrologic Unit) Carlsbad 904 Parcel Area 11.77 Acres ( 512,702 Square Feet} Existing Impervious Area (subset of Parcel Area) 0.92 Acres ( 40,264 Square Feet) Area to be disturbed by the project (Project Area) 3.00 Acres ( 130,688 Square Feet) Project Proposed Impervious Area (subset of Project Area) 1.16 Acres ( 50,511 Square Feet) Project Proposed Pervious Area (subset of Project Area) 1.84 Acres ( 80,177 Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project. This may be less than the Parcel Area. Description of Existing Site Conditions and Drainage Patterns Current Status of the Site (select all that apply): [8J Existing development D Previously graded but not built out 0Agricultural or other non-impervious use D Vacant, undeveloped/natural Description I Additional Information: Parking lot and existing building: The existing site surface features in this area include an asphalt paved parking lot and a relocatable building surrounded with hardscape and landscape. Empty lots, gardens and alley: The existing site surface features in this area include the ornamental garden, an empty lot, and a 20' wide asphalt paved alley with a valley gutter. Existing Land Cover Includes (select all that apply): [8J Vegetative Cover [8J Non-Vegetated Pervious Areas [8J Impervious Areas Description I Additional Information: Parking lot and existing building: The existing site surface features in this area include an asphalt paved parking lot and a relocatable building surrounded with hardscape and landscape. Empty lots, gardens and alley: The existing site surface features in this area include the ornamental garden, an empty lot, and a 20' wide asphalt paved alley with a valley gutter. Underlying Soil belongs to Hydrologic Soil Group (select all that apply): DNRCS Type A [8J NRCS Type B D NRCS Type C 0 NRCS TypeD Approximate Depth to Groundwater (GW): D GW Depth < 5 feet D 5 feet < GW Depth < 1 0 feet [8J 1 0 feet < GW Depth < 20 feet D GW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): D Watercourses D Seeps D Springs 0Wetlands [8J None Description I Additional Information: Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: The project site is approximately 11.77 acres of contiguous property and is surrounded by developed property to the north, south, east and west. The existing pervious area for the 3.00 acres hydrology area is approximately 69%; the existing impervious area is approximately 31%. Site topography is relatively flat, with approximately 7 feet of vertical difference from northeast to southwest over a distance of 1,050 feet (-0.66%). The project's limit of work is defined mainly in two areas; 1. Parking lot and existing building: This area falls in the northeastern end of the overall Pine Avenue Community Center & Garden site. Topographically, the parking lot and areas surrounding the building slope east toward Harding Street. Runoff in this area is collected by a series of existing inlets discharging into an 18" RCP private storm drain which connects to an existing public 48 inch RCP storm drain on Harding Street. The existing site surface features in this area include an asphalt paved parking lot and a relocatable building surrounded with hardscape and landscape. 2. Empty lots, gardens and alley: This area falls in the southwestern end of the overall Pine Avenue Community Center & Gardens site. Topographically, the empty lots, gardens and alley slope southwest towards Chestnut and Madison Street. Runoff from the gardens and alley in this area are collected by a series of existing inlets discharging into a 24" RCP private storm drain which connects to an existing public 60 inch RCP storm drain on Chestnut Avenue. Runoff from the empty lots drain southwest toward the Madison Street right-of-way line and are collected by the existing street gutter. The existing site surface features in this area include the ornamental garden, an empty lot, and a 20' wide asphalt paved alley with a valley gutter. Description of Proposed Site Development and Drainage Patterns Project Description I Proposed Land Use and/or Activities: The proposed project includes the construction of a new Community Center and Gardens. An additional pervious asphalt paved drop off area will be located off of Harding Street adjacent to the existing pervious asphalt pavement. The Community Garden will be located in the south portion of the site. The existing alleyway will be demolished. Multiple vegetated swales will be located near the garden and community center building. New decorative concrete pavement will intertwine within the community garden. Dry and wet utilities will be constructed as part of these improvements. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Community Center Building: Approx. 12,120 sf footprint Sidewalk Hardscape: Approx. 24,060 sf AC Pavement: Approx. 1,030 sf List/describe proposed pervious features of the project (e.g., landscape areas): Pervious Concrete parking lot: Approx. 6, 700 sf DG pathways: Approx. 10,300 sf Bio-retention Swale Landscape Areas Does the project include grading and changes to site topography? [gl Yes 0No Description I Additional Information: Community Center and Parking lot grading will alter the topography so that the storm water will be collected into an underground infiltration trench in the parking lot. The Gardens topography will be altered so that the storm water will drain towards landscape and bio-retention swales before being collected in a storm water conveyance system. Minimal onsite run off will be present within the gardens. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? [gl Yes 0No Description I Additional Information: Runoff at the Community Center and Parking lot will be collected into an underground infiltration trench in the parking lot. This infiltration trench has a perforated overflow pipe that connects to the existing storm drain system in the parking lot. This system is designed so that if the infiltration trench is percolating at a slow rate that the storm water will first inter the overflow pipe that connects to the existing storm drain system. During storm events where the incoming flow is greater than the outlet conditions, the storm water will back up in the pipe to an elevation of 61.35. At this elevation storm water will start bubbling out of the pervious concrete in the parking lot. This system is designed that storm water shall always be below the finished floor elevation of 62.40. Runoff at the Gardens flows through landscape areas and bio-retention basins to slow the flow before being collected in a storm drain system. This storm drain system then connects downstream in an existing curb inlet at the corner of Chestnut and Madison. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): [gl On-site storm drain inlets D Interior floor drains and elevator shaft sump pumps D Interior parking garages D Need for future indoor & structural pest control [gl Landscape/Outdoor Pesticide Use [gl Pools, spas, ponds, decorative fountains, and other water features D Food service D Refuse areas D Industrial processes D Outdoor storage of equipment or materials D Vehicle and Equipment Cleaning D Vehicle/Equipment Repair and Maintenance D Fuel Dispensing Areas D Loading Docks D Fire Sprinkler Test Water D Miscellaneous Drain or Wash Water rgj Plazas, sidewalks, and parking lots Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): The Pine Avenue Park Community Center & Gardens project site is located in major drainage basin 600 currently discharges into an existing 84" RCP pipe running east of the railroad tracks, which then discharges into the north side of Agua Hedionda Lagoon. List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs Receiving waters are not impaired Identification of Project Site Pollutants Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix 8.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern Sediment D ~ D Nutrients D ~ D Heavy Metals ~ D D Orqanic Compounds D ~ D Trash & Debris ~ D D Oxygen Demanding Substances ~ D D Oil & Grease ~ D D Bacteria & Viruses ~ D D Pesticides D ~ D Hydromodification Management Requirements Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? DYes, hydromodification management flow control structural BMPs required. [gl No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. D No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. [gl No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides. Description I Additional Information (to be provided if a 'No' answer has been selected above): The Pine Avenue Park Community Center & Gardens project site is located in major drainage basin 600 and currently discharges into an existing 84" RCP pipe running east of the railroad tracks, which then discharges into the north side of Agua Hedionda Lagoon. This lagoon and its tributary outlets was a part of the study conducted by Chang Consultants in the Hydromodification Exemption Analysis for Select Carlsbad Watersheds. All the tributary areas studied as part of the Agua Hedionda Lagoon, are served by a network of improved, hardened and non-erodible drain systems. Therefore, since the runoff from the project site discharges into this lagoon through the improved, hardened and non-erodible drain system, it is eligible for a hydromodification exemption. See attachment 2: Page 2 (see Tab B), of the Hydromodification Exemption Analysis for Select Carlsbad Watersheds states " ... the select areas draining to Agua Hedionda Lagoon ... shall be considered exempt for HMP. These expect areas are shown in the HMP Exemption Exhibit." The reference HMP Exemption Exhibit Is also included in Tab B. Please refer to attachment 2: Tab B for further reference material from the Hydromodification Exemption Analysis for Select Carlsbad Watersheds. Critical Coarse Sediment Yield Areas* *This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries? DYes [gl No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed? D 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 06.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite D No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps If optional analyses were performed, what is the final result? D No critical coarse sediment yield areas to be protected based on verification of GLUs onsite D Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 8 of the SWQMP. D Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWOMP Exhibit. Discussion I Additional Information: Flow Control for Post-Project Runoff* *This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1 ). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit. Has a geomorphic assessment been performed for the receiving channel(s)? D No, the low flow threshold is 0.102 (default low flow threshold) D Yes, the result is the low flow threshold is 0.102 DYes, the result is the low flow threshold is 0.302 DYes, the result is the low flow threshold is 0.502 If a geomorphic assessment has been performed, provide title, date, and preparer: Discussion I Additional Information: (optional) Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. The project's limit of work is defined mainly in two areas; 1. Parking lot and existing building: This area falls in the northeastern end of the overall Pine Avenue Community Center & Garden site. Topographically, the parking lot and areas surrounding the building slope east toward Harding Street. Runoff in this area is collected by a series of existing inlets discharging into an 18" RCP private storm drain which connects to an existing public 48 inch RCP storm drain on Harding Street. The existing site surface features in this area include an asphalt paved parking lot and a relocatable building surrounded with hardscape and landscape. There are open space constraints that influenced the storm water management design. A minimum of landscape areas directed the storm water management to be below grade at the parking lot, as an infiltration trench. 2. Empty lots, gardens and alley: No underground storage/ infiltration was considered due to City recommendations and cost. This led to the storm water management design to be above grade, with Sic-retention swales to capture and treat the required storm water pollutant control BMP standards. Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed. I (City of Carlsbad ' STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Pro(e;~ Information .. Project Name: Pine Avenue Community Center and Gardens Project ID: DWG No. or Building Permit No.: 493-3A ·~·~ .. ,, Sot~;~ Control BIWfJ! /rc ... .. f•.':.·· Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov r:·,fr': •< .•·;'~!~;. All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. Source:,~ontroi'R~quirement :~; ' J Applied? 'SC-1 Prevention of Illicit Discharges into the MS4 liZ! Yes D No D N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage li2l Yes D No D N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind DYes D No 1i21 N/A Dispersal Discussion/justification if SC-3 not implemented: the project has no outdoor materials storage areas. E-36 Page 1 of 4 Revised 03/16 '; < ,~; ·,·~·· ,~:Sour~&.Contml Requitement· (continued) ... ;· Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and DYes D No 1!21 N/A Wind Dispersal Discussion/justification if SC-4 not implemented: The project has no outdoor work areas. SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal DYes D No 1!21 N/A Discussion/justification if SC-5 not implemented: The project has no trash storage areas SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance). li2l On-site storm drain inlets DYes li2l No D N/A D Interior floor drains and elevator shaft sump pumps DYes D No 1iZ1 N/A D Interior parking garages DYes D No 1iZ1 N/A D Need for future indoor & structural pest control DYes D No 1i21 N/A li2l Landscape/Outdoor Pesticide Use DYes li2l No D N/A D Pools, spas, ponds, decorative fountains, and other water features DYes D No 1iZ1 N/. D Food service DYes D No i2l N/r. D Refuse areas DYes D No 1i21 N/A D Industrial processes DYes D No 1iZ1 N/A D Outdoor storage of equipment or materials DYes D No 1i21 N/A D Vehicle and Equipment Cleaning DYes D No 1i21 N/A D Vehicle/Equipment Repair and Maintenance DYes D No 1i21 N/A D Fuel Dispensing Areas DYes D No 1i21 N/A D Loading Docks DYes D No 1iZ1 N/A D Fire Sprinkler Test Water DYes D No 1i21 N/A D Miscellaneous Drain or Wash Water DYes D No 1iZ1 N/A li2l Plazas, sidewalks, and parking lots DYes liZI No D N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. n ............. '"J .... .,: A "' <Z,,,';>'' J§~~,, ,,~~,,•' c'~~~~~;~ S~gn BMP,~.~: ~~;1.: ;:;~~· ~,,f2•::':~c•c•'"'' >}:•: All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion I justification is not required. • "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided. ~ource fRr,trol Ri9uirement ,.''"''';, I _.plied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features I li2l Yes I 0 No I 0 N/A Discussion/justification if SD-1 not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation I li2l Yes I 0 No I 0 N/A Discussion/justification if SD-2 not implemented: SD-3 Minimize Impervious Area I liZI Yes I D No I D N/A Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I 0Yes I D No I D N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I li2l Yes I D No I 0 N/A Discussion/justification if SD-5 not implemented: E-36 Page 3 of 4 Revised 03/16 ·. Source Control Requirement (continued} I Applied? SD-6 Runoff Collection I liZ! Yes I 0 No I 0 N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I liZ! Yes I 0 No I 0 N/A Discussion/justification if SD-7 not implemented: SD-8 Harvesting and Using Precipitation I DYes I 0 No I i2l N/A Discussion/justification if SD-8 not implemented: The project has no rain harvesting. SUMMARY OF PDP STRUCTURAL BMPS PDP Structural BMPs All POPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. POPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s). PDP structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the BMP Design Manual). Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP). Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. DMA1: Step 1. Based on the locations of storm water pollutant control BMPs calculate the DCV. A. Identify DMAs that meet the criteria in Section 5.2 (self-mitigating and/or de minimis areas and/or self-retaining via qualifying site design BMPs). (No self-mitigating areas qualify.) B. Estimate the DCV for each remaining DMA. -(1 ,004 cubic-feet) Step 2. Conduct a feasibility screening analysis for harvest and use BMPs. See Section 5.4.1. A. If it is feasible, implement harvest and use BMPs (See Section 5.5.1.1) or go to Step 3. (Result: Not Feasible) B. Evaluate whether the DCV can be retained onsite using harvest and use BMPs. See Appendix B.3. If the DCV can be retained onsite then the pollutant control performance standards are met. (Result: Cannot be retained onsite) C. The applicant has an option to also conduct a feasibility analysis for infiltration and if infiltration is feasible has an option to choose between infiltration and harvest and use BMPs. But if infiltration is not feasible and harvest and use is feasible, the applicant must implement harvest and use BMPs. (Result: Infiltration study analysis has been performed and is feasible to infiltrate, See infiltration feasibility checklist and exemption study for infiltration) Step 3. Conduct a feasibility analysis for infiltration for the BMP locations selected. See Section 5.4.2. A. Determine the preliminary feasibility categories of BMP locations based on available site information. Determine the additional information needed to conclusively support findings. Use the "Categorization of Infiltration Feasibility Condition" checklist located in Appendix 1.1 (Form 1-8) to conduct preliminary feasibility screening. (Result: Infiltration study analysis has been performed and is feasible to infiltrate, See infiltration feasibility checklist and exemption study for infiltration) B. Select the storm water pollutant control BMP category based on preliminary feasibility condition. (Result: Full Infiltration Condition-Implement infiltration BMP category, See Section 5.5.1.2, Infiltration Trench) C. After selecting BMPs, conduct design level feasibility analyses at BMP locations. The purpose of these analyses is to conform or adapt selected BMPs to maximize storm water retention and develop design parameters (e.g. infiltration rates, elevations). Document findings to substantiate BMP selection, feasibility, and design in the SWQMP. See Appendix C and D for additional guidance. (See Attachment 1e) Step 4. Evaluate if the required BMP footprint will fit considering the site design and constraints. A. If the calculated footprint fits, then size and design the selected BMPs accordingly using design criteria and considerations from fact sheets presented in Appendix E. The project has met the pollutant control performance standards. (Result: Footprint fits design criteria.) Step 5. Implement flow-thru treatment control BMPs for the remaining DCV. See Section 5.5.4 and B.6 for additional guidance. (Result: Not Needed) DMA5: Step 1. Based on the locations of storm water pollutant control BMPs calculate the DCV. A. Identify DMAs that meet the criteria in Section 5.2 (self-mitigating and/or de minimis areas and/or self-retaining via qualifying site design BMPs). (No self-mitigating areas qualify.) B. Estimate the DCV for each remaining DMA.-(575 cubic-feet) Step 2. Conduct a feasibility screening analysis for harvest and use BMPs. See Section 5.4.1. A. If it is feasible, implement harvest and use BMPs (See Section 5.5.1.1) or go to Step 3. (Result: Not Feasible) B. Evaluate whether the DCV can be retained onsite using harvest and use BMPs. See Appendix B.3. If the DCV can be retained onsite then the pollutant control performance standards are met. (Result: Cannot be retained onsite) C. The applicant has an option to also conduct a feasibility analysis for infiltration and if infiltration is feasible has an option to choose between infiltration and harvest and use BMPs. But if infiltration is not feasible and harvest and use is feasible, the applicant must implement harvest and use BMPs. (Result: Infiltration study analysis has been performed and is feasible to infiltrate, See infiltration feasibility checklist and exemption study for infiltration) Step 3. Conduct a feasibility analysis for infiltration for the BMP locations selected. See Section 5.4.2. A. Determine the preliminary feasibility categories of BMP locations based on available site information. Determine the additional information needed to conclusively support findings. Use the "Categorization of Infiltration Feasibility Condition" checklist located in Appendix 1.1 (Form 1-8) to conduct preliminary feasibility screening. (Result: Infiltration study analysis has been performed and is feasible to infiltrate, See infiltration feasibility checklist and exemption study for infiltration) B. Select the storm water pollutant control BMP category based on preliminary feasibility condition. (Result: Full Infiltration Condition-Implement infiltration BMP category, See Section 5.5.1.2, Bio-Retention) C. After selecting BMPs, conduct design level feasibility analyses at BMP locations. The purpose of these analyses is to conform or adapt selected BMPs to maximize storm water retention and develop design parameters (e.g. infiltration rates, elevations). Document findings to substantiate BMP selection, feasibility, and design in the SWQMP. See Appendix C and D for additional guidance. (See Attachment 1e) Step 4. Evaluate if the required BMP footprint will fit considering the site design and constraints. A. If the calculated footprint fits, then size and design the selected BMPs accordingly using design criteria and considerations from fact sheets presented in Appendix E. The project has met the pollutant control performance standards. (Result: Footprint fits design criteria.) Step 5. Implement flow-thru treatment control BMPs for the remaining DCV. See Section 5.5.4 and 8.6 for additional guidance. (Result: Not Needed) Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 01 DWG. 493-3A Sheet No. C-2.1 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) D Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification ~Other (describe in discussion section below) Purpose: ~ Pollutant control only D Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): Structural BMP: Retention by Infiltration Trench Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 02 DWG. 493-3A Sheet No. C-2.1 Type of structural BMP: D Retention by harvest and use (HU-1) 0 Retention by infiltration basin (INF-1) 0 Retention by bioretention (INF-2) ~Retention by permeable pavement (INF-3) 0 Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification 0 Other (describe in discussion section below) Purpose: ~ Pollutant control only D Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP 0 Other (describe in discussion section below) Discussion (as needed): Structural BMP Summary Information [Copy this page as needed to provide information for each individual proposed structural BMP] Structural BMP ID No. 03 DWG. 493-3A Sheet No. C-2.2 Type of structural BMP: D Retention by harvest and use (HU-1) D Retention by infiltration basin (INF-1) ~Retention by bioretention (INF-2) D Retention by permeable pavement (INF-3) D Partial retention by biofiltration with partial retention (PR-1) D Biofiltration (BF-1) D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) D Detention pond or vault for hydromodification D Other (describe in discussion section below) Purpose: ~ Pollutant control only D Hydromodification control only D Combined pollutant control and hydromodification control D Pre-treatment/forebay for another structural BMP D Other (describe in discussion section below) Discussion (as needed): ATTACHMENT 1 BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment 1 a DMA Exhibit (Required) ~Included See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Attachment 1 b Tabular Summary of DMAs Showing D Included on DMA Exhibit in DMA ID matching DMA Exhibit, DMA Attachment 1a Area, and DMA Type (Required)* ~ Included as Attachment 1 b, separate from DMA Exhibit *Provide table in this Attachment OR on DMA Exhibit in Attachment 1 a Attachment 1 c Form 1-7, Harvest and Use Feasibility D Included Screening Checklist (Required unless ~ Not included because the entire the entire project will use infiltration project will use infiltration BMPs BMPs) Refer to Appendix 8.3-1 of the BMP Design Manual to complete Form 1-7. Attachment 1 d Form 1-8, Categorization of Infiltration ~Included Feasibility Condition (Required unless D Not included because the entire the project will use harvest and use project will use harvest and use BMPs) BMPs Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. Attachment 1 e Pollutant Control BMP Design ~Included Worksheets I Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines 1lr CNJ.llllfll[[ 1-800-227-2600 1 Working Oa)S Before Yoo Dig I:_:_---~- IMPORTANT NOTICE SECTION 4216/4217 OF nHE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A "PERMIT TO EXCAVA TIE" WILL BE VALID. FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT TOLL FREE 1-800-422-4133 TWO WORKING OA YS BEFORE YOU DIG PROPOSED DMA EXHIBIT SCALE: 1" 50' 50 GRAPHIC SCALE 0 50 ~---I I ( IN FEET ) 1 INCH = 50 Fi TYPE 'D' Areas Draining to BMPs DMA 1 \11LL DRAIN TO BMP-1 (INFILTRATION TRENCH) DMA 2 \11LL DRAIN TO BMP-2 (PERV10US CONCRETIE) DMA 3 \11LL DRAIN TO BMP-2 (PERV10US CONCRETIE) DMA 4 \11LL DRAIN TO BMP-2 (PERV10US CONCRETIE) DMA 5 \11LL DRAIN TO BMP-3 (BIO-RETIENTION SWALE) DMA1 LANDSCAPE ... ROOF, CONCRETIE PVI.4T. ........ 1 ____: PERV10US CONCRETIE • ROOF. CONCRETIE PVI.4T . . ....•••.... ,------ . -_j . l~ INFILTRATION TRENCH. . • • • • . • • . . . . . • • . _' __ J LANDSCAPE . -~ PERV10US CONCRETIE . .c::=-= PERV10US CONCRETIE . ............... . c= LANDSCAPE. CONCRETIE PVI.4T. ASPHALT PVI.4T. ••.•.•..•.••....•. 810-RETIENTION SWALE . NOTES 1. HYDROLOGIC SOIL GROUP B .c::=:= . . ~-1 2. GROUNDWATIER WAS ENCOUNTIERED IN BORINGS B-1 TIHROUGH B-3 E AT DEPTIHS BETWEEN ABOUT 15~ FEET AND 18 FEET BELOW TIHE XISTING GROUND SURFACE. Roesling Nakamura Terada Architects 363 Fifth A venue San Diego. California P619.233.1023 F619.233.0016 www.RNTarchitecls.com "AS BUILT" P.E. ---EXP. ----DATE REVIEWED BY: INSPECTOR w;;L ENGINEER oF woRK REVISION DESCRIPTION A INITIAL DATI INITIAL CHKD BY: PROJECT NO. OTHER APPROVAL CITY APPROVAL RVWD BY: . 4603 (/) z w 0 a:: <( <..9 ~ a:: w f-z w 0 ~ z :::J ~ ~ 0 0 ~ a:: <( 0.... w :::J z w ~ w z a: Automated Worksheet B.l-1: Calculation of Infiltration Infiltration Infiltration Infiltration Bioretention unitless 2 85th Percentile 24-hr Storm Depth 0.62 0.62 0.62 0.62 0.62 inches 3 Impervious Surfaces Not Directed to Dis12crsion Area (C=0.90) 42 sq-ft 4 Semi-Pervious Surfaces Not Serving as Dis12ersion Area (C=0.30) sq-ft 5 Engineered Pervious Surfaces Not Serving as Dis12ersion Area (C=0.10) 1,458 560 sq-ft 6 Natural Type A Soil Not Serving as Dis12ersion Area (C=0.10) sq-ft 7 Natural Type B Soil Not Serving as Dis12ersion Area (C=0.14) sq-ft 8 Natural Type C Soil Not Serving as Dis12crsion Area (C=0.23) sq-ft 9 Natural TypeD Soil Not Serving as Dis12ersion Area (C=0.30) sq-ft Docs Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? Yes Yes n/a n/a Yes Yes No No No No yes/no Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) 22,189 2,379 24,340 sq-ft Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) 12,509 sq-ft Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.1 0) 5,940 sq-ft Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=O.lO) sq-ft Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=O.l sq-ft Natural C Soil Serving as Dispersion Area 61,271 sq-ft Natural TypeD Soil Serving as Dispersion Area per SD-B sq-ft # Average Mature Tree Canopy ft Number of Rain Barrels Proposed per # Total Area Tributary to 34,698 8,319 1,500 560 85,611 0 0 0 0 0 sq-ft Composite Runoff factor for Standard Drainage 0.00 0.00 0.12 0.10 0.00 0.00 0.00 0.00 0.00 0.00 unitlcss Initial Composite Runoff Factor for Dispersed & Dispersion Areas 0.68 0.33 1.00 1.00 0.42 1.00 1.00 1.00 1.00 1.00 unitless Total Impervious Area Dispersed to Pervious 22,189 2,379 0 0 24,340 0 0 0 0 0 Total Pervious Dispersion A 12,509 5,940 0 0 61,271 0 0 0 0 0 Dispersed Impervious Area / Pervious Dispersion 1.80 0.40 n/a n/a 0.40 n/a n/a n/a n/a n/a Adjustment Factor for Dispersed & Dispersion Areas 0.83 0.00 1.00 1.00 0.31 1.00 1.00 1.00 1.00 1.00 ratio Final Adjusted Tributary Runoff 0.56 0.00 0.12 0.10 0.13 n/a n/a n/a n/a n/a unitless Final Effective Tributary · 19,431 0 180 56 11,129 0 0 0 0 0 sq-ft 31 Initial Design Capture Volume 1,004 0 9 3 575 0 0 0 0 0 cubic-feet Volume Reduction per Tree Well 0 0 0 0 0 0 0 0 0 0 cubic-feet Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 Design Capture Volume Tributary to BMP 1,004 0 9 3 575 0 0 0 0 0 Worksheet B.l-1 General Notes: A. Applicants may use this worksheet to calculate design capture volumes for up to 10 drainage areas User input must be provided for yellow shaded cells, values for all other cells will be automatically generated, errors/ notifications will be highlighted in red and summarized below. Upon completion of this worksheet, proceed to the appropriate BMP Si;dng worksheet(s). B. Impervious surfaces include roofs, concrete, asphalt, or pervious pavements with an impervious liner. Semi-pervious surfaces include decomposed granite, cobbles, crushed aggregate, or compacted soils such as unpaved parking. Engineered pervious surfaces include pervious pavements providing full retention of the 85th percentile rainfall depth, or areas with soils that have been amended and mulched per Section 86.709 of the Landscape Ordinance. Dispersion areas arc pervious or semi-pervious surfaces that receive runoff from impervious surfaces (C=0.90) and reduce stormwater runoff as outlined in Fact Sheet SD-B. Infiltration Study Analysis: Per Caltrans study, infiltration is acceptable when the site infiltration rate is below 0.5 in/hr, as long as an impervious liner is installed at the sides of the trench to direct the flow of water downward. Additionally, a pervious outlet pipe must be located at the bottom of the trench with a riser, so that when and if the infiltration trench is full, the storm drainage will be discharged in the outlet pipe. illl'll'lil~l't'~£111'~~~£~~~1¥ "'</ P-·U'ffi!!'!l\'7:~cv , ''''""sT'~F''"~'-~')lii ""\'!l!llll1!!n'-r'r'' "/ ~ ~z;;~~~tfj '<"".%:£ .., , ~"'"' ""~~ ?\ w ~· r:' , "" "' "'r "'¢; , * ,/'""'<"1~t »r , • , 1<: ? "• ~ '> fu f:ategorization of Inftltration Feasibility Condition Form 1-8 '' ' '' ±ilitV"'"': "--><~,. "'""~.;/ = ="'"' "*-' "'" # "'"' ,y XX ~. y, Part 1 -Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria 1 Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C2 and Appendix D. Provide basis: Yes No D Results of Infiltration testing conducted within the footprint of and at the design depth of the proposed int11tration facilities indicate intiltr:llion rates generally less than 0.1 inches per houL Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability. 2 Can inftltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C2. Provide basis: D Gi\enthc impermeable nature of the suhsurl~1ce materials at the site, any inliltration will result in sh<lllow lateral migration ofthe introduced water resulting in negative impacts to n.:taining \valb, foundations ami surface improvements. Thcrcfim:. SCST docs not rccnmrncnd int[ltration at the site. Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability. Criteria 3 Screening Question Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: 1\.(Jt ,tpplicabk. i'.n mtil;r;nitm is n·conHn(;Jhkd fnr the· prujcct (rl'fcr io Crncri:1 2 ,,bnn:). Yes No D Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: D ((•nccntratcd introduction ol'slunn \\atcr into the unrcrmcablc onsitc materials \villlikcly cause nn increase in surL1ec runoff. T'hc change of' seasonality ofephe111eral streams is unknown. Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability. Part 1 Result* If all answers to rows 1 - 4 are ''Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration If any answer from row 1-4 is "No", infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a "full infiltration" design. Proceed to Part 2 *To be completed ustng gathered stte tnformatton and best professJonal Judgment constdenng the definition of MEP 1n the MS4 Permit. Additional testing and/ or studies may be required by the City Engineer to substantiate findings Fonn 1-8 Page 3 of 4 Part 2-Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D . Provide basis: Yes No 0 Obs~ned infiltration rates of less than 0.1 inches per hour were recorded at the site. Planned storm \Vater management devices should be designed \Vith the observed infiltration rate as a design ractor. Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: 0 Based tHI the location of the proposed in!iltration facility in the plann~d garden area. inJiltration at the site that acctlmmndat~s the nbsen·cd infiltration rates will not inn~ase risk of geologic haLards. llcmever. Jue to the proximity of planned impro\emenls. th~re is a nsk or geotechnical hazards cau::.cd by shallow lateral migration or the introduced water at the infiltr:.~tion l~tcility located ncar the proposed multi-generational C•.)mmunity center building. Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates. Criteria 7 Screening Question Can Inftltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes No D Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can inftltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Downstream vvater rights arc not believed to be a potential issue for this project. D Summarize fmdings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study I data source applicability and why it was not feasible to mitigate low inftltration rates. Part 2 Result* If all answers from row 1-4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. *To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/ or stuclies may be reguired by the City Engineer to substantiate findjngs of Stormwater Pollutant Control Calculations Drainage Basin ID or Nam 1 2 3 4 5 unitless Total Area Tributary to BMP 34,698 8,319 1,500 560 85,611 sq-ft Composite Runoff Factor for Standard Drainage Areas 0.00 0.00 0.12 0.10 0.00 unitless 85th Percentile 24-hr Storm Depth 0.62 0.62 0.62 0.62 0.62 inches Initial Design Capture V 1,004 0 9 3 575 cubic-feet Final Adjusted Tributary Runoff Factor 0.56 0.00 0.12 0.10 0.13 unitless Final Effective Tributary Area 19,431 0 180 56 11,129 sq-ft Tree Well and Rain Barrel Reductions 0 0 0 0 0 cubic-feet Design Capture Volume Tributary to BMP 1,004 0 9 3 575 cubic-feet Basin Drains to the Following BMP Type Infiltration Infiltration Infiltration Infiltration Bioretention unitless Deficit of Effectively Treated Stormwa () n/a (j u l) cubic-feet Summary Notes: All fields in this summary worksheet are populated based on previous user inputs. Drainage basins achieving full compliance with performance requirements for onsite pollutant control arc highlighted in green. Drainage basins not achieving full compliance are highlighted in red and summarized below. Please note that drainage areas using De Minimis, Self-Mitigating, and/ or Self-Retaining classitications may be required to provide additional supporting information. d Include l hI C(llor of rhi~ 5ummar\· ~hccr and ;;upponing \\orkslwct ClicuLttions as pan <)C the S\\(~:\IP submitral Design Capture Volume Tributary to BMP 1,004 0 9 3 cubic-feet 2 Provided Infiltration Surface Area 768 1,500 560 sq-ft 3 Provided Surface Ponding Depth 0 0 0 inches 4 Provided Soil Media Thickness 6 6 6 5 Provided Gravel Storage Thickness 54 6 6 6 Native Soil Infiltration Rate 3.50 0.10 0.10 7 Volume Infiltrated Over 6 Hour Storm 1,004 0 9 3 0 0 0 0 0 0 8 Soil Media Pore Space 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 9 Gravel Pore Space 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 10 Effective Depth of Infiltration Storage 24.0 0.0 4.8 4.8 0.0 0.0 0.0 0.0 0.0 0.0 11 Drawdown Time for Surface Ponding (Post-Storm) 0 0 0 0 0 0 0 0 0 0 12 Drawdown Time for Entire Infiltration Basin (including 6 Hour Storm) 13 0 54 54 0 0 0 0 0 0 13 Volume Infiltrated by BMP 2,540 0 609 227 0 0 0 0 0 0 14 Fraction of DCV Infiltrated 2.53 0.00 3.00 3.00 0.00 0.00 0.00 0.00 0.00 0.00 15 Percentage of Performance Requirement Satisfied 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 16 0 n/a 0 () n/a n/a n/a n/a n/a n/a Worksheet B.4-1 General Notes: A. Applicants may usc this worksheet to size infiltration-Only BMPs (INF-1) for up to 10 basins. User input must be provided for yellow shaded cells, values for blue cells are automatically populated based on user inputs from previous worksheets, values for all other cells will be automatically generated, errors/notifications will be highlighted in red and summarized below. BMPs fully satisfying the pollutant control performance standards will have a deficit treated volume of zero and be highlighted in green. Design Capture Volume Tributary to BMP 575 cubic-feet 2 Provided Bioretention Surface Area 716 sq-ft 3 Provided Surface Ponding Depth 6 inches 4 Provided Soil Media Thickness 24 inches 5 Provided Gravel Storage Thickness 24 s 6 Native Soil Infiltration Rate 0.50 in/hr 7 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 179 0 0 0 0 0 cubic-feet 8 Soil Media Pore Space 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 unitless 9 Gravel Pore Space 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless 10 Effective Depth of Retention Storage 0.00 0.00 0.00 0.00 22.80 0.00 0.00 0.00 0.00 0.00 inches 11 Drawdown Time for Surface Ponding (Post-Storm) 0 0 0 0 12 0 0 0 0 0 hours 12 Drawdown Time for Entire Bioretention Basin (Including 6 Hour Storm) 0 0 0 () 52 0 0 0 0 0 hours 13 0 0 0 0 1,539 0 0 0 () 0 cubic-feet 14 0.00 0.00 0.00 0.00 2.6R 0.00 0.00 0.00 0.00 0.00 ratio 15 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 ratio 16 Deficit of Effectively Treated n/a n/a n/a n/a 0 n/a n/a n/a n/a n/a feet Worksheet B.4-2 General Notes: A. Applicants may use this worksheet to size Bioretention BMPs (lNF-2) for up to 10 basins. User input must be provided for yellow shaded cells, values for blue cells arc automatically populated based on user inputs from previous worksheets, values for all other cells will be automatically generated, errors/ notifications will be highlighted in red and summari~ed below. BMPs fully satisfying the pollutant control performance standards will have a deficit treated volume of zero and be highlighted in green. ATTACHMENT 2 HYDROMODIFICATION EXEMPTION ANALYSIS [This is the cover sheet for Attachment 2.] Hydromodification Exemption Analysis for Grading & Improvements at Pine Avenue Park Community Center & Gardens 3209 Harding Avenue Carlsbad, CA 92008 PREPARED FOR: City of Carlsbad Land Development Department 1635 Faraday Avenue Carlsbad, CA 92008 PREPARED BY: rABAM 10525 Vista Sorrento Parkway, Suite 350 San Diego, CA 92121 (858) 500-4500 FAX: (858) 500-4501 BergerABAM # A16.0040 April2016 Table of Contents TAB A-HYDROMODIFICATION EXEMPTION ANALYSIS ............................................ 3 EXECUTIVE SUMMARY .................................................................................................... 3 1.0 GENERAL PROJECT INFORMATION ...................................................................... 3 1.1. Project Site Information ........................................................................................ 3 1.2. Project Description ............................................................................................... 3 1.3. Existing Conditions ............................................................................................... 4 1.4. Offsite Run-On ..................................................................................................... 4 1.5. Proposed Conditions ............................................................................................ 4 1.1. Project Site Soils .................................................................................................. 5 2.0 HYDROMODIFICATION REQUIREMENTS AND EXEMPTION ............................. 6 3.0 REFERENCES .......................................................................................................... 7 TAB B-EXHIBITS AND REFERENCE MATERIAL. ........................................................ 8 TAB C-AGUA HEDIONDA LAGOON LOCATION HYDRAULIC STUDY ...................... 9 2 TAB A-HYDROMODIFICATION EXEMPTION ANALYSIS EXECUTIVE SUMMARY The California Regional Water Quality Control Board for the San Diego Region reissued an MS4 permit in May 2014, which covers San Diego, Orange, and Riverside County Copermittees. The MS4 Permit reissuance expands storm water requirements for both new developments and redevelopments. This change and expansion in the permit also has a major effect on hydromodification requirements for these projects. Some of the changes and updates include a reduction in hydromodification exemptions. Priority Development Projects or PDP's are now required to incorporate treatment control BMP's as well as flow control requirements to address potential hydromodificatiom impacts to downstream natural channels. The County of San Diego BMP Design Manual (February 26, 2016) provides the guidance needed for complying the with updated stormwater requirements for standard and priory development projects, and provides the needed procedures for planning, designing and selecting the permanent storm water BMPs. The Pine A venue Park Community Center & Gardens is a Priority Development Project which falls under the San Diego Region, and therefore subject to the updated hydro modification requirements. This report will explore the exemption from hydromodification for the Pine Avenue Park Community Center & Gardens in accordance with the Hydromodification Exemption Analysis for Select Carlsbad Watersheds prepared by Chang Consultants and dated September ·17, 2015. 1.0 GENERAL PROJECT INFORMATION 1.1. Project Site Information Project Name: Pine Avenue Park Community Center & Gardens Project Address: 3333 Harding Avenue, Carlsbad, CA 92008 Project Size: -3.0 Acres Analyzed Hydrology Area: -3.0 Acres Latitude/Longitude: 33.157 41, -117.34200 1.2. Project Description Pine A venue Park Community Center & Gardens project site is located at 3333 Harding Avenue in the City of Carlsbad, San Diego County, in the State of California. The project location is shown on the Vicinity Map included under Tab F. The site is approximately 11.77 acres of contiguous property and is surrounded by developed property to the north, south, east and west. The average annual roinfall for this project site is about 1 0.70 inches. 3 1.3. Existing Conditions The project site is approximately 11.77 acres of contiguous property and is surrounded by developed property to the north, south, east and west. The existing pervious area for the 3.00 acres hydrology area is approximately 69%; the existing impervious area is approximately 31%. Site topography is relatively flat, with approximately 7 feet of vertical difference from northeast to southwest over a distance of 1,050 feet (-0.66%). The project's limit of work is defined mainly in two areas; 1. Parking lot and existing building: This area falls in the northeastern end of the overall Pine Avenue Community Center & Garden site. Topographically, the parking lot and areas surrounding the building slope east toward Harding Street. Runoff in this area is collected by a series of existing inlets discharging into an 18" RCP private storm drain which connects to an existing public 48 inch RCP storm drain on Harding Street. The existing site surface features in this area include an asphalt paved parking lot and a relocatable building surrounded with hardscape and landscape. 2. Empty lots, gardens and alley: This area falls in the southwestern end of the overall Pine Avenue Community Center & Gardens site. Topographically, the empty lots, gardens and alley slope southwest towards Chestnut and Madison Street. Runoff from the gardens and alley in this area are collected by a series of existing inlets discharging into a 24" RCP private storm drain which connects to an existing public 60 inch RCP storm drain on Chestnut Avenue. Runoff from the empty lots drain southwest toward the Madison Street right-of- way line and are collected by the existing street gutter. The existing site surface features in this area include the ornamental garden, an empty lot, and a 20' wide asphalt paved alley with a valley gutter. 1.4. Offsite Run-On There is no offsite run-on to the proposed project site. 1.5. Proposed Conditions The proposed project includes the construction of a new Community Center and Gardens. An additional pervious asphalt paved drop off area will be located off of Harding Street adjacent to the existing pervious asphalt pavement. The Community Garden will be located in the south portion of the site. The existing alleyway will be demolished. Multiple vegetated swales will be located near the 4 garden and community center building. New decorative concrete pavement will intertwine within the community garden. Dry and wet utilities will be constructed as part of these improvements. Runoff from the project site will sheet flow towards landscape areas to the maximum extent practicable. New onsite storm drain systems will be installed to capture runoff generated from larger storm events. The storm drain system will discharge into the existing storm drain system on site. The proposed pervious area for the 3.00 acres hydrology area is approximately 61 %; the existing impervious area is approximately 39%. 1.1. Project Site Soils Per the County of San Diego Soil Hydrologic Groups Map, the project soil type is 'B'. "Soils have moderate infiltration rate when thoroughly wetted; chiefly soils that are moderately deep to deep, moderately well drained to well drained, and moderately coarse textured. Rate of water transmission is moderate." The following site soils information has been provided according to the "Geotechnical Investigation Multi-Generational Community Center, Pine Avenue Park, Carlsbad, California" prepared by Southern California Soil & Testing, Inc., dated August 7, 2015. "Undocumented Fill-The fill consist of loose to medium dense silty sand with varying amounts of concrete debris. The fill extends to depths up to about 3 V2 feet below the existing round surface."(Page 2) Old Paralic Deposits-The fill is underlain by very old paralic deposits. The old paralic deposits consist of medium dense to very dense poorly graded sand with silt, silty sand and clayey sand."(Page 2) "Groundwater was encountered in boring B-1 through B-3 at depths between about 1SV2 feet and 18 feet below the existing ground surface. The ground water is expected to be below a depth that will impact construction. However, groundwater levels may fluctuate in the future due to rainfall, irrigation, broken pipes, or changes in site drainage. Because groundwater rise or seepage is difficult to predict, such conditions are typically mitigated if and when they occur." (Page 2) 5 2.0 HYDROMODIFICATION REQUIREMENTS AND EXEMPTION The MS4 Permit states that Copermittes have the discretion to exempt a PDP from hydromodification requirements in the case that project runoff discharges either to; 1. Existing underground storm drains discharging directly to water storage reservoirs, Jakes enclosed embayments, or the Pacific Ocean. 2. Conveyance channels whose bed and bank are concrete lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. According to the Hydromodification Exemption Analysis for Select Carlsbad Watersheds, "certain improved/hardened drainage systems are not impacted by channel erosion ... a local agency may provide exemptions from hydromodification." The Pine A venue Park Community Center & Gardens project site is located in major drainage basin 600 (See Aqua Hedionda Creek Drainage Areas in Tab B) and currently discharges into an existing 84" RCP pipe running east of the railroad tracks, which then discharges into the north side of Agua Hedionda Lagoon (see Plate B-1 in Tab B). This lagoon and its tributary outlets was a part of the study conducted by Chang Consultants in the Hydromodification Exemption Analysis for Select Carlsbad Watersheds. All the tributary areas studied as part of the Agua Hedionda Lagoon, are served by a network of improved, hardened and non- erodible drain systems. Therefore, since the runoff from the project site discharges into this lagoon through the improved, hardened and non-erodible drain system, it is eligible for a hydromodification exemption. Page 2 (see Tab B), of the Hydromodification Exemption Analysis for Select Carlsbad Watersheds states " ... the select areas draining to Agua Hedionda Lagoon ... shall be considered exempt for HMP. These expect areas are shown in the HMP Exemption Exhibit." The reference HMP Exemption Exhibit Is also included in Tab B. Please refer to Tab B for further reference material from the Hydromodification Exemption Analysis for Select Carlsbad Watersheds. 6 3.0 REFERENCES 1. County of San Diego BMP Design Manual, For Permanent Site Design Storm Water Treatment and Hydromdoficiation Management, February 2016. 2. San Diego County Hydrology Manual, Hydrology Manual, 200"1. 3. "Geotechnical Investigation Multi-Generational Community Center, Pine Avenue Park, Carlsbad, California" prepared by Southern California Soil & Testing, Inc., dated August 7, 2015. 4. Hydromodification Exemption Analysis for Select Carlsbad Watersheds, prepared by Chang Consultants, September 17, 2015. 7 TAB B-EXHIBITS AND REFERENCE MATERIAL 8 LEGEND: MAJOR DRA.JNAGE BASIN BOUNDA.RY MINOR ORA.JNA.GE BASIN BOUNOAAY (SUBBASIN) O'I£RLA.NO FlOW PATH 3.62 AC DRAINAGE BASIN AREA (}Q] RA. TlONAL WETHOO NOOE: NUWBER 0 EXISTlNG CA. TCH BASIN OR INLET EXISTING DRAINAGE DITCH OR SWALE WINeR EXISTING STCIRtrA DRAIN PIPE OR LATERAL AS-BUILT PLANS SHOWING lD-YEAR OR HIGHER FlOW CONTAINED IN EXISTING PIPE NORWAL DEPTH ANALYSIS SHOWING 1D-YOR FlOW CONTAINED IN EXISTING PIPE NORWA.L DEPTH ANALYSIS SHOWING EXISTING PIPE INCREASED BY ONE PIPE SIZE On TO CONTA.LN 1D-YEA.R Fl.OW (SEE TABlE FOR OETA.ILS) NORWAL DEPTH ANALYSIS SHOWING EXIS11NG PIPE INCREASED BY WORE THAN ONE PIPE SIZE TO CONTAIN 1D-YOR FlOW (SEE TABlE FOR DETAILS) STORN CRAIN OISOiAAGES INTO NA. TURAl QiANNEl SO PROPOSED DEVELOPMENT 'MTHIN ORA.JNAGE AREA WUST PRO\f!OE PRo..ECT-SPEOAC ASSESSt.4ENT TO OETERioiiNE IF AN EXDoiPTION IS POSSIBLE. • OUTLET INTO LAGOON C-'9 PIP£ SEGt.IENT IIXNTlflER (SEE TABI..£ FOR DETAILS) !O.'I'tARHOW, ~YEAAflOWCOHTAIH(OIN O:CUS10-YEAAfiOW DIC£55J.G.YUIIHOW AS-IUR.TCAAWINGNO. lX!SllNGFACIUTY.v;OMINIMUMSlOPE CJS ,.KUHOOtPIUSSUIIE CONTAIN£DIHSTIIEET £NT£MAOIACEHTIAGOOH 111-~ li"IICPAfO."' V 117-lA W-0 li'"IIC,(UNKNOW.NSUJPf) 1T~Cl'AHl2<1:11- W~CPitT0..7"' OlfAAHS CONTMCT ll·OB12A ¥1' IIC'fUHl'*DWN SlOPfl W..IO,:J0$-1 lr.i-1,151,.215-J 36~aCPATlaoKTO.-K,ATl.Jl"r> 1.11·3 l.'".O'ATl.O"NTOZriUATl.lO!Ii 14-3 ll"lCPJ.TI.»tto ,,., 15&-6 1A'.CP.\Tl.tl0fl; Z.t"llO'ATl.lXI!II I"·& ll~IIC.Poi.TJO.OOO.TO ZI"RC,ATl.tta .. ,. " " = THE STORt.l DRAIN SEGl.IENTS IN Tl-IIS TA.Bl£ Aft£ ONES IN WHICH THE HYORAUUC ANALYS£S SHOW lNSUmOENT NORWAL DEPTH CAPACITY TO CONVEY THE 1D-YOR Fl.OW (m.LOW ANO REO UNES ON THE LEGEND). THIS TABlE: INOICAT[S IF THE SECNENTS HA.~ CAPACITY TO CONVEY THE 1Q-YOR FlOW UNDER PRESSURE. FOR SYSTDIS THAT CANNOT CONVEY '!liE ID-YOR Fl.OW UNDER PRESSURE. THE TABLE INDICA TIS IF THE EXa:SS FlOW CAN BE CON'v£"1m IN THE STREET OR Will. OIRECTl Y ENTER AN ADJACENT LAGOON. All CF THE SEGNENTS WEET ONE CF THESE CRITERIA AND. HENCE. SATISFlES THE HYDROWOOIFlCATION EXDAPTIOH REQUIREMENT FOR CON'vt:'r1NG THE ID-'r'EA.R Fl.OW. THE DRAINAGE AREAS ENCQAPASSING SECWENTS A TliROUGH L ARE ON STUDY AREA EXHIBIT SHEET 2. THE DRAINAGE AREAS ENCOMPASSING SEGNENTS 1o1 THORUGH R ARE ON STUOY AREA EXHIBIT SHEET 1. STUDY AREA EXHIBIT HYDROMODIFICATION EXEMPTION GRAPHIC SCALE 300 0 300 600 ~-~ I 1 INCH • 300 FEET AGUA HED IONDA CREE K DRAINAGE AREAS SHEET OF 2 I f I i I ! I f f ' e I ' ' PACIFIC OCEAN ........ A-1 TC~, ----'k--\------------~ C-1 ~ ' ' AGIJA HEOIONDA I \ AGUA ft[DIONDA LAGOON ' \ \ ( ; \ \ ! '· PLATE INDEX Project Location ----7t.-\ -: .. -. ------.. : ... -"":"":"":.-:-:--~ 84" RCP PIPE 000 SCilll Ill ruT IZCIIfD IOOSTIIIG STORII DIWNS UMDER 12• us· ro :u· so· TO 48" ABOVI: 48" ------Dli'CII ---------PROPOSBD STORII DIWII OR DIWIIAGE FACIUTY L.Ua:, RESEVOIR, OR POND RIVER OR S'l'REAK Basin A aTJENA vm• nTERSHED Basin B •cu• HEDioND• nTERSHZD Basin C ENCIIIAS CRDE nTERSHED Bas i n D BATJQurros WATERSHED -----· WATZRSIIED DIVIDE BM FAauTY' D&SIGMATIOK nr.t letter '-IWDN DJ:SIGHA.TOR roucnrm.a letter(•) an the 7ACIUTY DESIGNATOR --• PROPOSBD PLANNED LOCAL DIWIIAGE (PID) AREA BOUNDARY IOOWICI:D NATURAL CHA1I11BL PROPOSBD IOOWICED NATURAL C1W1NEL KAJ'OR CRIZK lLOW' IOOSTIIIG DI'IZNTION BASI11 PROPOSBD SEDDIENTATJON BASI11 0 BIISTIIIG SEDDIENTATION BASI11 -----CITY OF CARLSIWl BOUNDARY PLATE B-1 MASTER PLAN OF DRAINAGE FACILITIES CITY OF CARLSBAD 0A1[ f'fiO.f:CT -....ot NOV 2007 126290 BROWN AND CALDWELL HMP GRAPHIC SCALE iOOO 0 500 - -MAJOR DRAINAGE BASIN BOUNDARY NATlJRAL FLOW PATH EXEMPTION HYDROMODIFICATlON EXEMPT AREA HYDROMODIFlCATlON EXEMPT AREA IF FUTURE DRAINAGE IMPROVEMENTS ARE CONSTRUCTED EXHIBIT ~~---1 INCH = 500 FEET iOOO I towards Buena Vista Lagoon on the west side of Interstate 5, contains a continuously improved non-erodible network that serves the drainage area; therefore MS4's draining directly into the lagoons are not subject to potential impacts from hydromodification. The discharge points must be below the 100-year water surface elevations in the lagoon (consistent with Watershed Management Area Analysis (WMAA) for the San Diego River). Areas Draining to Buena Vista Lagoon Using rational method analyses from the 2003 County Hydrology Manual and as-built (record drawing) research, the existing storm drain network collecting run-off for all of the Buena Vista Lagoon drainage areas (Major Drainage Basins 100, 200, and 300 as shown on the Study Area Exhibits) analyzed in this report have been shown to be adequate to convey the Q10 runoff, which is the upper range for hydromodification as described the Municipal Permit. Each outlet structure was observed to ensure they include adequate energy dissipation to address erosion potential. For details of how these each of these criteria where satisfied, refer to the Appendices of this study. The select areas draining to the Buena Vista Lagoon from Major Drainage Basins 100 and 300, which are determined to be exempt from HMP are shown in the HMP Exemption Exhibit. Although Major Drainage Basin 200 includes an improved non-erosive (hardened) storm drain system, the existing 48" outlet is not directly adjacent to the waters edge of Buena Vista Lagoon; therefore, does not qualify as a direct discharge to an exempt water body. In order for Major Drainage Basin 200 to qualify for an exemption a non-erodible drainage facility capable of conveying at least the 1 0-year flow will need to be constructed from the existing 48" outlet to the 1 00-year floodplain in the receiving lagoon. Areas Draining to Agua Hedionda Lagoon and Batiquitos Lagoon Certain drainage areas that drain to these lagoons were selected (Major Drainage Basin 400, 500, 600, and 700 as shown on the Study Area Exhibits). The existing storm drain network for each drainage area was also evaluated against their ability to carry the QlO. As provided in the Technical Appendices, the storm drain system for each drainage areas has the capacity to carry the QIO. The outlet for each storm drain system was also observed to ensure they include adequate energy dissipation to address erosion potential. For details of how these each of these criteria where satisfied, refer to the Appendices of this study. Based on these findings, the select areas draining to Agua Hedionda Lagoon and Batiquitos Lagoon are shall be considered exempt from HMP. These exempt areas are shown in the HMP Exemption Exhibit. There are two isolated areas within Major Drainage Basin 600 that direct storm runoff over the natural ground surface west of the railroad tracks. Without further analysis using erosion potential (or equivalent), the naturally-lined swales are not considered exempt from hydromodification. Therefore, these areas were excluded from the exemption area in HMP Exemption Exhibit and from further analysis. 2 weir-controlled lagoon water level. Riprap was not observed at the outlet during the site visit due to the difficulty in accessing the outlet through the dense vegetation. However, the fact that the water level will be at or above the outlet invert indicates that this outlet has appropriate energy dissipation. Agua Hedionda Lagoon 18 " Outlet This 18" corrugated metal pipe discharges onto a riprap-lined revetment protecting the northeast bank of Agua Hedionda Lagoon immediately west of the intersection of Date Avenue with Garfield Street (see Figure 5). Storm runoff flows a short distance down the revetment and into the lagoon. As-built plans (Drawing No. 133-3) show that the outlet invert is at elevation 5.36 feet and that energy dissipation has been designed below the outlet. In addition, the tributary drainage area covers approximately 5.2 acres, so the pipe flows will be relatively small. Agua Hedionda Lagoon 84 " Outlet This 84" reinforced concrete pjpe discharges into the north edge of Agua Hedionda Lagoon just east of the railroad tracks. The engineering plans (Drawing No. 360-5) were as-built in 2006, so this is a relatively recent system. The plans show that the storm drain system and its grouted riprap energy dissipater were designed for the 1 00-year storm flow in accordance with current engineering criteria. A site visit confirmed that the grouted riprap energy dissipater exists and is in substantial conformance with the plans (see Figure 6). Agua Hedionda Lagoon 60 " Outlet This 60" reinforced concrete pipe discharges directly into the north edge of Agua Hedionda Lagoon just west of Marina Drive. The as-built plans (Drawing No. 152-3) show that the outlet invert elevation is -1.75 feet NGVD 29. This elevation is lower than mean sea level, so the lagoon water level will serve as appropriate energy dissipation for the outflow. A site visit confirmed that the invert is lower than the lagoon water level (see Figure 8). Batiquitos Lagoon 84 " Outlet This 84" reinforced concrete pipe discharges into the north edge of Batiquitos Lagoon just east of Carlsbad Boulevard and west of the railroad tracks. The as-built drawings (Drawing No. 337- 9) show that the storm drain system and its energy dissipater ( 1-ton riprap and concrete sill) were designed for the 1 00-year storm flow in accordance with current engineering criteria. A site visit confirmed that the energy dissipater exists in substantial conformance with the plans (see Figure 9). Summary For those outlets that qualify as direct discharges, the above information confirms that proper energy dissipation currently exists at each of the storm drain outlet locations for the drainage areas. The dissipation is provided by either riprap or the water level in a lagoon. 4 DISCHARGE TO LAGOONS The October 3, 2014, San Diego River Watershed Management Area Analysis, states that "to qualify for the potential [hydromodification] exemption, the outlet elevation must be between the river bottom elevation and the l 00-year floodplain elevation and properly designed energy dissipation must be provided." Proper energy dissipation was verified in the prior section. This section discusses the l 00-year floodplain elevations. Research was performed to determine the 100- year water surface elevations in each of the three lagoons. FEMA provides 100-year floodplain information for many waterbodies. FEMA defines a 1 00-year floodplain for the lagoons, but does not provide the necessary water surface elevations. However, Dokken Engineering (Dokken) performed detailed HEC-RAS hydraulic analyses of each lagoon as part of their December 2008, Interstate 5 North Coast Floodplain Studies, for Caltrans. Relevant excerpts from the Dokken studies are included in the Appendices. Table 1 summarizes the outlet elevations of each discharge point from the as-built drawings (discussed in the prior section) and the associated 1 00-year floodplain elevation from the Dokken studies. The as-built drawings are either identified as being on NGVD 29 datum or were prepared prior to 1988, so by default should be on NGVD 29. On the other hand, the Dokken studies are on NA VD 88 datum. Corpscon is provided by the US Army Corps of Engineers for coordinate conversions, and shows that 2.2 feet is added to the NGVD 29 elevations to convert to NA VD 88 elevations. Major Outlet Drainage Description Elevation, Basin 100 Buena Vista Lagoon 48" and 66" Outlets 200 Buena Vista Lagoon 48" Outlet 300 Buena Vista Lagoon 66" Outlet 400 Agua Hedionda Lagoon 60" Outlet 500 Agua Hedionda Lagoon 18" Outlet 600 Agua Hedionda Lagoon 84" Outlet 700 Batiquitos Lagoon 84" Outlet I Elevations are on NGVD 29 (add 2.2 feet to convert to NAVD 88) 2Eievations are on NA VD 88 feet1 6.00 22.00 5.30 -1.75 5.36 7.95 6.27 Lagoon 100-Year Water Surface Elevation, feet2 13.93 13.89 15.75 12.33 11.68 12.21 8.90 Table 1. Summary of Storm Drain Outlet Elevations and Lagoon Elevations Table 1 shows that all of the storm drain outlets (with the conversion applied) except at Major Drainage Basin 200 are below the 1 00-year water surface elevation in the associated lagoon. Therefore, the hydromodification exemption requirement to have the outlet elevation below the 1 00-year floodplain elevation is met except at Major Drainage Basin 200. Summary The four drainage areas (Major Drainage Basins 400, 500, 600, 700) tributary to the Agua Hedionda Lagoon and Batiquitos Lagoon are served by an improved (non-erosive) street and underground storm drains system and have capacity to convey the 1 0-year rain event condition. The storm drain outlets for these drainage areas to the lagoon are considered direct discharges. Therefore, these areas are considered exempt from hydromodification. 5 Figure 6. Outlet of 84" RCP into Agua Hedionda Lagoon Figure 7. Open Water Adjacent to Energy Dissipater at 84" RCP into Agua Hedionda Lagoon 14 TAB C-AGUA HEDIONDA LAGOON LOCATION HYDRAULIC STUDY 9 AGUA HEDIONDA LAGOON LOCATION HYDRAULIC STUDY SECTION 8 Agua Hedionda Lagoon Location Hydraulic Study DOKKEN ENOINJ,~t~RINO ............. lttrlt"•e• cfaeert .... .-om AGUA HEDIONDA LAGOON LOCATION HYDRAlktc STUDY , 8.3.3 Starting Water Elevation The Agua Hedionda Lagoon was run under a subcritical flow regime. The downstream segment of the lagoon flowing into the Pacific Ocean is categorized as a FEMA Zone AE, which has a determined base flood elevation. The downstream starting water surface elevation was input as 11.18 ft (NA VD 88). 8.3.4 Discharge For the purposes of the floodplain analysis, 9,850 cfs was identified as the peak 1 00-year storm discharge. Discharge information was obtained from the Federal Emergency Management Agency Flood Insurance Study, San Diego County, California, Volume I of 7 (July 2002), at El Camino Real. 8.4 HEC-RAS OUTPUT The water surface elevations which, are displayed in the appendices and output of this study, are based on flooding that would occur during a lOO-year storm. Appendix B contains water surface elevations, channel velocity, top width, flow regime, and bottom elevations for each cross section. As shown in Table A, no significant changes to the existing l 00-year floodplain would occur from the 1-5 Bridge replacement. TABLE A: Floodplain Comparison River Q Existing Proposed Change in Existing Proposed Change Station Total W.S. Elev. W.S. Elev. Elevation Top Width Top Width in Width (cfs) (ft) (ft) Jft). (ft) (ft) (ft) 6860 9850 12.27 12.33 0.06 1811.56 1813.23 1.67 5638 9850 12.26 12.33 0.07 1578.85 1579.24 0.39 4633 9850 12.26 12.33 0.07 1564.59 1564.85 0.26 3981 9850 12.26 12.33 0.07 1863.25 1863.75 0.50 3576 9850 12.22 12.28 0.06 1048.38 1049.38 1.00 3552* 9850 12.21 N/A N/A 1024.99 N/A N/A 3400 9850 1-5 Bridge 3296 9850 12.12 12.12 0.00 1118.88 1118.88 0.00 2973 9850 12.13 12.13 0.00 1081.45 1081.45 0.00 2676 9850 12.13 12.13 0.00 1059.03 1059.03 0.00 2451 9850 11.87 11.87 0.00 151.95 151.95 0.00 2400 9850 NCTD Railroad Trestle Bridge 2348 9850 11.51 11.51 0.00 151.09 151.09 0.00 1833 9850 11.68 11.68 0.00 2321.18 2321.18 0.00 1251 9850 11.68 11.68 0.00 825.89 825.89 0.00 618 9850 11.67 11.67 0.00 629.02 629.02 0.00 321 9850 11.66 11.66 0.00 516.98 516.98 0.00 1 106 9850 11.26 11.26 0.00 251.27 251.27 0.00 75 9850 Carlsbad Boulevard Bridge 0 9850 11.18 11.18 0.00 249.21 249.21 0.00 .. * Cross sectton only m extstmg model DOKKEN ENGINEERING 8-8 February 2008 ww • .dokkenfnli utri n t.t."om LEGEND • FIIIIA I'LO OOI'LAIIC PIIOP08ED FLOODPLAIN IIIIPPIOTIYI PLOW AJIIA # CIOII IICTIOM IIYIJI ITATIOM IIIIIIIJT OYIIIIIJUIIC CIOII UCTIOII LlPT OVERBAIIK 011088 IECTIOIC MAIII CHAIIIIII. CIIOII IICTION IIUliiT OYIIIIIAIIll IIIACif LUOTH LEFT OVERBANK REACH LEHOTK ~ MAIII CIIAIIltiL IIIAOII Lllt8TM ·• ........ ., ... _...,. ..., .......... _ ... ...... .,...._ .. _z-AI-•IIe•• .................. _.....,_ OKKEN NAI INKilRIN. l!6l~ ... , •• fii(U,Q ~1l1a&. c..A ta•n u~• ,, .... un AOUA HEDIOitOA LACOON/1•! CR088 BI!CTIOH lOCATIONS J IJ IMIIPPECITlYII l't.OW AAEA 0011 HCTIOII IUYBII ITATIOII IIIGIIT OYIEIIIANIC 0110118 IIICTIOII L[f7 DVf.LANM CRDtB MAIN CHANNEl. 011011 flECTION III(IIIT OYII!IIIIINII IIIlA(.:!< LIINOTII --- ·• ............. -u.a ..., ........... - .................... z ..... -·-·· __ ...._ ___ _ ··~~···l~. 11.1_~] 0.04 0.16 ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary Design/Pianning/CEQA level submittal: Attachment 3 must identify: ~ Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: ~ Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) ~ How to access the structural BMP(s) to inspect and perform maintenance ~ Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) Manufacturer and part number for proprietary parts of structural BMP(s) when applicable Maintenance thresholds for BMPs subject to siltation or heavy trash (e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is . If required, posts or other markings shall be indicated and described on structural BMP plans.) ~ Recommended equipment to perform maintenance ~ When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management MAINTENANCE OF BEST MANAGEMENT PRACTICES • Landscaped areas shall be maintained by mowing, pruning and hedgin!~ as needed to prevent vector infestation and to prevent fire hazards. Prior to mowing, all trash and debris shall be removed and disposed of appropriately. Native or low water use plants shall not be pruned or hedged. • Carlsbad Municipal Water District shall contract with the landscape maintenance crew to ensure the plants and sprinklers are checked when they maintain the site. Any dead plants shall be replaced by the next scheduled maintenance date. Any broken sprinkler heads or lines shall be repaired within 24 hours of discovering the broken part. The owner shall also convey to the landscape maintenance crew that pesticides and fertilizers shall only be applied when absolutely necessary, and caution shall be taken to prevent the chemicals from entering the storm drain system. Integrated pest management practices shall be utilized as the Primary BMP. Any chemical application shall be done in a dry period and after irrigation is complete. All sprinkler system shall be adjusted and routinely to prevent any irrigation runoff. • The existing and proposed storm drain inlets located within the project site shall be cleaned prior to October 1st of each year to remove any debris that may have entered them during the non-rainy season. All drain inlets shall be cleaned at minimum once a month during the rainy season. • Pervious Concrete: Pervious Concrete that receive high volumes of sediment will require frequent maintenance activities, and areas that experience high volumes of vehicular traffic will clog more readily due to soil compaction. Typical maintenance activities include: • Ensure that paving area is clean of debris • Ensure that paving dewaters between storms • Ensure that the area is clean of sediments • Mow upland and adjacent areas, and seed bare areas • Vacuum sweep frequently to keep surface free of sedim9nt • Inspect the surface for deterioration or spalling Generally, routine vacuum sweeping and high-pressure washin!~ (with proper disposal of removed material and wash water) can maintain infiltration rates when clogged or crusted material is removed. The permeable slhall be maintained so that runoff permeates at the intended volume/ratE3S (first one inch of rainfall). Signs shall be visibly posted within the pervious concrete areas to prevent activities such as: • Removing • Resurfacing • Over-paving Any of the above activities shall be approved by the City of Carlsbad and with corresponding compensations. • Bio-Retention Swale "Vegetated infiltration or filtration BMPs" are BMPs that include vegetation as a component of the BMP. Applicable Fact Sheets include INF-2 (bioretention), PR-1 (biofiltration with partial retention), BF-1 (biofiltration) or FT-1 (vegetated swale). The vegetated BMP may or may not include amended soils, subsurface gravel layer, underdrain, and/or impermeable liner." Maintenance Indicators and Actions: Typical Maintenance Maintenance Actions lndicator{s} for Vegetated BMPs Accumulation of sediment, litter, Remove and properly dispose of accumulated materials, without or debris damage to the vegetation. Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. Overgrown vegetation Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable (e.g. a vegetated swale may require a minimum vegetation height). Erosion due to concentrated Repair/re-seed/re-plant eroded areas and adjust the irrigation irrigation flow system. Erosion due to concentrated Repair/re-seed/re-plant eroded areas, and make appropriate storm water runoff flow corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, The County must be contacted prior to any additional repairs or reconstruction. Standing water in vegetated Make appropriate corrective measures such as adjusting irrigation swales system, removing obstructions of debris or invasive vegetation, loosening or replacing top soil to allow for better infiltration, or minor re-grading for proper drainage. If the issue is not corrected by restoring the BMP to the original plan and grade, County staff in the Watershed Protection Program must be contacted prior to any additional repairs or reconstruction. Standing water in bioretention, Make appropriate corrective measures such as adjusting irrigation biofiltration with partial retention, system, removing obstructions of debris or invasive vegetation, or biofiltration areas, or flow-clearing underdrains (where applicable), or repairing/replacing through planter boxes for longer clogged or compacted soils. than 96 hours following a storm event* Obstructed inlet or outlet structure Clear obstructions. Damage to structural components Repair or replace as applicable. such as weirs, inlet or outlet structures *These BMPs typically include a surface pending layer as part of their function which may take 96 hours to drain following a storm event. • Infiltration Trench and Pre-Treatment settling catch basin The Pre-Treatment Settling catch basin that receive high volumes of sediment will require frequent maintenance activities. Maintenance Indicators and Actions: Typical Maintenance lndicator(s) Maintenance Actions for Non-Vegetated Infiltration BMPs Accumulation of sediment, litter, or Remove and properly dispose accumulated debris in infiltration basin, pretreatment materials. device, or on permeable pavement surface Standing water in permeable paving Flush fine sediment from paving and subsurface area gravel. Provide routine vacuuming of permeable paving areas to prevent clo_gg_i~. Damage to permeable paving surface Repair or replace damaged surface as appropriate. Note: When inspection or maintenance indicates sediment is accumulating in an infiltration BMP, the DMA draining to the infiltration BMP should be examined to determine the source of the sediment, and corrective measures should be made as applicable to minimize the sediment supply. • The pre-treatment catch basin shall have marking on the inside of the inlet so that the inspector shall determine how full the bmp is, and the maintenance personnel may determine where the bottom of the BMP is. • A vacuum shall be used to remove all sediment, litter, or debris in pretreatment device. ATTACHMENT 4 City standard Single Sheet BMP (SSBMP) Exhibit [Use the City's standard Single Sheet BMP Plan.] Appendix E: BMP Design Fact Sheets Man.ual Categ!>ry Infiltration Applicable Performance Standard Pollutant Control Primary Benefits Volume Reduction Treatment Peak Flow Attenuation Photo Credit: Ventura County Technical Guidance Document Description Bioretention (bioretention without underdrain) facilities are vegetated surface water systems that filter water through vegetation and soil, or engineered media prior to infiltrating into native soils. These facilities are designed to infiltrate the full DCV. Bioretention facilities are commonly incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. They can be constructed inground or partially aboveground, such as planter boxes with open bottoms (no impermeable liner at the bottom) to allow infiltration. Treatment is achieved through filtration, sedimentation, sorption, infiltration, biochemical processes and plant uptake. Typical bioretention without underdrain components include: • Inflow distribution mechanisms (e.g, perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or rip rap) • Shallow surface ponding for captured flows • Side slope and basin bottom vegetation selected based on expected climate and ponding depth • Non-floating mulch layer (optional) E-59 February 26, 2016 Appendix E: BMP Design Fact Sheets • Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the optional aggregate storage layer • Optional aggregate storage layer for additional inftltration storage • Uncompacted native soils at the bottom of the facility • Overflow structure Design Adaptations for Project Goals • Full infiltration BMP for storm water pollutant control. Bioretention can be used as a pollutant control BMP designed to inftltrate runoff from direct rainfall as well as runoff from adjacent tributary areas. Bioretention facilities must be designed with an inftltration storage volume (a function of the ponding, media and aggregate storage volumes) equal to the full DCV and able to meet drawdown time limitations. • Integrated storm water flow control and pollutant control configuration. Bioretention facilities can be designed to provide flow rate and duration control. This may be accomplished by providing greater inftltration storage with increased surface ponding and/ or aggregate storage volume for storm water flow control. E-60 February 26, 2016 CURB CUT Appendix E: BMP Design Fact Sheets .. .. ... • + .... • • • ~·VEGETATED SIDE SlOPE PLAN NOTTOSCALE 4-6" DROP fROM CURB CUT TO APRON APRON FOR ENERGY DISSIPATION 3" WELL-AGED, SHREDDED HARDWOOD MULCH 6" MIN TO 12" MAX SURFACE PONDING ZM MIN FREEBOARD -MAINTENANCE ACCESS (AS NEEDED) EXCAVATED SLOPE FILTER COURSE AGGREGATE STORAGE LAYER (OPTIONAl) EXISTING UNCOMPACTED SECTION A-A' NOT TO SCALE Typical plan and section view of a Bioretention BMP E-61 February 26, 2016 Appendix E: BMP Design Fact Sheets Design Criteria and Considerations Bioretention must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of County staff if it is determined to be appropriate: --------~~--~-·~~~·~~·-··--·--··-·-~·~--~···-·-·· ······-······················-·~··-···· ·•··· Siting and Design Intent/Rationale D D D D Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). Selection and design of BMP is based on infiltration feasibility criteria and appropriate design infiltration rate presented in Appendix C and D. Contributing tributary area is :S 5 acres (:S 1 acre preferred). Must not negatively impact existing site geotechnical concerns. Must operate as a full infiltration design and must be supported by drainage area and in-situ infiltration rate feasibility findings. Bigger BMPs require additional design features for proper performance. Contributing tributary area greater than 5 acres may be allowed at the discretion of County staff if the following conditions are met: 1) incorporate design features (e.g. flow spreaders) to minimize short circuiting of flows in the BMP and 2) incorporate additional design features requested by County staff for proper performance of the regional BMP . ....... .. ····································-~········· ·---------------·~-~·---....•.... Finish grade of the facility is :S 2%. In long Flatter surfaces reduce erosion and bioretention facilities where the potential for channelization within the facility. Internal internal erosion and channelization exists, the check dams reduce velocity and dissipate use of check dams is required. energy . ...._,-----·~-·················-------------~ Surface Ponding D Surface ponding is limited to a 24-hour drawdown time. E-62 24-hour drawdown time is recommended for plant health. Surface ponding drawdown time greater than 24-hours but less than 96 hours may be allowed at the discretion of County staff if certified by a landscape architect or agronomist. February 26, 2016 Surface Ponding 0 0 0 Surface ponding depth is 2: 6 and :S 12 inches. A minimum of 2 inches of freeboard is provided. Side slopes are stabilized with vegetation and are 2: 3H: 1 V. Vegetation Plantings are suitable for the climate and Appendix E: BMP Design Fact Sheets Surface ponding capacity lowers subsurface storage requirements. Deep surface ponding raises safety concerns. Surface ponding depth greater than 12 inches (for additional pollutant control or surface outlet structures or flow-control orifices) may be allowed at the discretion of County staff if the following conditions are met: 1) surface ponding depth drawdown time is less than 24 hours; and 2) safety issues and fencing requirements are considered (typically ponding greater than 18" will require a fence and/ or flatter side slopes) and 3) potential for elevated clogging risk is considered. Freeboard provides room for head over overflow structures and minimizes risk of uncontrolled surface discharge. Gentler side slopes are safer, less prone to erosion, able to establish vegetation more quickly and easier to maintain. D Plants suited to the climate and ponding expected ponding depth. A plant list to aid in depth are more likely to survive. selection can be found in Appendix E.20. 0 An irrigation system with a connection to water supply is provided as needed. Mulch (Mandatory) 0 ~ A minimum of 3 inches of well-aged, shredded hardwood mulch that has been stockpiled or stored for at least 12 months is provided. Mulch must be non-floating to avoid clogging of overflow structure. E-63 Seasonal irrigation might be needed to keep plants healthy. Mulch will suppress weeds and maintain moisture for plant growth. Aging mulch kills pathogens and weed seeds and allows beneficial microbes to multiply. February 26, 2016 Appendix E: BMP Design Fact Sheets Media Layer --·--------~-~--···· ··--·~------·-··-·--·-·-··-··--~-------~--------··-···--···-·------------------- D D D D Media maintains a minimum filtration rate of 5 in/hr over lifetime of facility. A minimum initial filtration rate of 10 in/hr is recommended. Media is a minimum 18 inches deep, meeting either of these two media specifications: City of San Diego Low Impact Development Design Manual (page B-18) Ouly 2011, unless superseded by more recent edition) or County of San Diego Low Impact Development Handbook: Appendix G -Bioretention Soil Specification Oune 2014, unless superseded by more recent edition). Alternatively, for proprietary designs and custom media mixes not meeting the media specifications contained in the City or County LID Manual, the media meets the pollutant treatment performance criteria in Section F.l. Media surface area is 3% of contributing area times adjusted runoff factor or greater. Filter Course Layer (Optional) D D A filter course is used to prevent migration of fines through layers of the facility. Filter fabric is not used. Filter course is washed and free of fines. E-64 A high filtration rate through the soil mix minimizes clogging potential and allows flows to quickly enter the aggregate storage layer, thereby minimizing bypass. A deep media layer provides additional filtration and supports plants with deeper roots. Standard specifications must be followed. For non-standard or proprietary designs, compliance with F.1 ensures that adequate treatment performance will be provided. Greater surface area to tributary area ratios decrease loading rates per square foot and therefore increase longevity. Adjusted runoff factor is to account for site design BMPs implemented upstream of the BMP (such as rain barrels, impervious area dispersion, etc.). Refer to Appendix B.2 guidance. Use Worksheet B.S-1 Line 26 to estimate the minimum surface area required per this criteria. Migration of media can cause clogging of the aggregate storage layer void spaces or subgrade. Filter fabric is more likely to clog. Washing aggregate will help eliminate fines that could clog the facility and impede infiltration. February 26, 2016 Filter Course Layer (Optional) D Filter course calculations assessing suitability for particle migration prevention have been completed. Aggregate Storage Layer (Optional) D D Class 2 Permeable per Caltrans specification 68- 1.025 is recommended for the storage layer. Washed, open-graded crushed rock may be used, however a 4-6 inch washed pea gravel ftlter course layer at the top of the crushed rock is required. Maximum aggregate storage layer depth is determined based on the inflltration storage volume that will inftltrate within a 36-hour drawdown time. Appendix E: BMP Design Fact Sheets Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. Washing aggregate will help eliminate fines that could clog the aggregate storage layer void spaces or subgrade. A maximum drawdown time to facilitate provision of adequate storm water storage for the next storm event. The applicant has an option to use a different drawdown time of up to 120 hours if the volume of the facility is adjusted using the percent capture method in Appendix B.4.1. -------~----~~~~~--~-~--~~~-~-~~--~-~~~-~~-------- InBow and OverBow Stmctures D D D Inflow and overflow structures are accessible for inspection and maintenance. Overflow structures must be connected to downstream storm drain system or appropriate discharge point. Inflow velocities are limited to 3 ft/ s or less or use energy dissipation methods (e.g., rip rap, level spreader) for concentrated inflows. Curb cut inlets are at least 12 inches wide, have a 4-6 inch reveal (drop) and an apron and energy dissipation as needed. E-65 Maintenance will prevent clogging and ensure proper operation of the flow control structures. High inflow velocities can cause erosion, scour and/ or channeling. Inlets must not restrict flow and apron prevents blockage from vegetation as it grows in. Energy dissipation prevents erosion. February 26, 2016 0 Overflow is safely conveyed to a downstream storm drain system or discharge point. Size overflow structure to pass 1 00-year peak flow for on-line basins and water quality peak flow for off-line basins. Appendix E: BMP Design Fact Sheets Planning for overflow lessens the risk of property damage due to flooding. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design bioretention for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement and basin area requirements, maximum side and finish grade slope, and the recommended media surface area tributary ratio. 2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. 3. Use the sizing worksheet to determine if full inflltration of the DCV is achievable based on the available inflltration storage volume calculated from the bioretention without underdrain footprint area, effective depths for surface ponding, media and aggregate storage layers, and in-situ soil design inflltration rate for a maximum 36-hour drawdown time for the aggregate storage layer (unless percent capture method is used), with surface ponding no greater than a maximum 24-hour drawdown. The drawdown time can be estimated by dividing the average depth of the basin by the design inflltration rate of the underlying soil. Appendix D provides guidance on evaluating a site's inflltration rate. A generic sizing worksheet is provided in Appendix B.4. 4. Where the DCV cannot be fully inflltrated based on the site or bioretention constraints, an underdrain can be added to the design (use bioflltration with partial retention factsheet). Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable Control of flow rates and/ or durations will typically require significant surface ponding and/ or aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations must be determined as discussed in Chapter 6 of the manual. 1. Verify that siting and design criteria have been met, including placement requirements, maximum side and finish grade slopes, and the recommended media surface area tributary area ratio. Design for flow control can be achieved using various design configurations. 2. Iteratively determine the facility footprint area, surface ponding and/ or aggregate storage layer depth required to provide inflltration storage to reduce flow rates and durations to allowable limits while adhering to the maximum drawdown times for surface ponding and aggregate storage. Flow rates and durations can be controlled using flow splitters that route the appropriate inflow amounts to the bioretention facility and bypass excess flows to the E-66 February 26, 2016 Appendix E: BMP Design Fact Sheets downstream storm drain system or discharge point. 3. If bioretention without underdrain facility cannot fully provide the flow rate and duration control required by the MS4 permit, an upstream or downstream structure with appropriate storage volume such as an underground vault can be used to provide additional control. 4. After bioretention without underdrain BMPs have been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. E-67 February 26, 2016 Appendix E: BMP Design Fact Sheets I Location: Kellogg Park, San Diego, California Description MS4 Permit Category Retention Flow-thru Treatment Control M.an':'-al Category Infiltration Flow-thru Treatment Control Applicable Performance Standard Pollutant Control Flow Control Primary Benefits Volume Reduction Peak Flow Attenuation Permeable pavement is pavement that allows for percolation through void spaces in the pavement surface into subsurface layers. The subsurface layers are designed to provide storage of storm water runoff so that outflows, primarily via infiltration into subgrade soils or release to the downstream conveyance system, can be at controlled rates. Varying levels of storm water treatment and flow control can be provided depending on the size of the permeable pavement system relative to its drainage area, the underlying infiltration rates, and the configuration of outflow controls. Pollutant control permeable pavement is designed to receive runoff from a larger tributary area than site design permeable pavement (see SD-D). Pollutant control is provided via infiltration, filtration, sorption, sedimentation, and biodegradation processes. Permeable pavements proposed as a retention or partial retention BMP should not have an impermeable liner. Typical permeable pavement components include, from top to bottom: • Permeable surface layer • Bedding layer for permeable surface • Aggregate storage layer with optional underdrain(s) E-69 February 26, 2016 Appendix E: BMP Design Fact Sheets • Optional final ftlter course layer over uncompacted existing subgrade CURB CLEANOUT (OPTIONAL) CURB CLEANOUT (OPTIONAL) PLAN NOT TO SCALE MIN. 3" AGGREGATE j BELOW UNDERDRAIN EXISTING UNCOMPACTED SOILS SECTION A-A' NOT TO SCALE A' __t PERMEABLE SURFACE LAYER BASED ON PEDESTRIAN/TRAFFIC NEEDS MIN. 6" AGGHEGATE STORAGE FILTER COURSE (OPTIONAL) Typical plan and Section view of a Permeable Pavement BMP E-70 February 26, 2016 Appendix E: BMP Design Fact Sheets Subcategories of permeable pavement include modular paver units or paver blocks, pervious concrete, porous asphalt, and turf pavers. These subcategory variations differ in the material used for the permeable surface layer but have similar functions and characteristics below this layer. Design Adaptations for Project Goals Site design BMP to reduce impervious area and DCV. See site design option SD-D. Full infiltration BMP for storm water pollutant control. Permeable pavement without an underdrain and without impermeable liners can be used as a pollutant control BMP, designed to inftltrate runoff from direct rainfall as well as runoff from adjacent areas that are tributary to the pavement. The system must be designed with an inftltration storage volume (a function of the aggregate storage volume) equal to the full DCV and able to meet drawdown time limitations. Partial infiltration BMP with flow-thru treatment for storm water pollutant control. Permeable pavement can be designed so that a portion of the DCV is inftltrated by providing an underdrain with inftltration storage below the underdrain invert. The inftltration storage depth should be determined by the volume that can be reliably inftltrated within drawdown time limitations. Water discharged through the underdrain is considered flow-thru treatment and is not considered bioftltration treatment. Storage provided above the underdrain invert is included in the flow-thru treatment volume. Flow-thru treatment BMP for storm water pollutant control. The system may be lined and/ or installed over impermeable native soils with an underdrain provided at the bottom to carry away ftltered runoff. Water quality treatment is provided via unit treatment processes other than inftltration. This configuration is considered to provide flow-thru treatment, not bioftltration treatment. Significant aggregate storage provided above the underdrain invert can provide detention storage, which can be controlled via inclusion of an orifice in an outlet structure at the downstream end of the underdrain. PDPs have the option to add saturated storage to the flow-thru configuration in order to reduce the DCV that the BMP is required to treat. Saturated storage can be added to this design by including an upturned elbow installed at the downstream end of the underdrain or via an internal weir structure designed to maintain a specific water level elevation. The DCV can be reduced by the amount of saturated storage provided. Integrated storm water flow control and pollutant control configuration. With any of the above configurations, the system can be designed to provide flow rate and duration control. This may include having a deeper aggregate storage layer that allows for significant detention storage above the underdrain, which can be further controlled via inclusion of an outlet structure at the downstream end of the underdrain. E-71 February 26, 2016 Appendix E: BMP Design Fact Sheets Design Criteria and Considerations Permeable pavements must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of County staff if it is determined to be appropriate: Siting and Design D D D D D Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). ·······-···················--- Selection must be based on infiltration feasibility criteria. An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that infiltration should not be allowed. Permeable pavement is not placed in an area with significant overhanging trees or other vegetation. For pollutant control permeable pavement, the ratio of the total drainage area (including the permeable pavement) to the permeable pavement should not exceed 4:1. Intent/Rationale Must not negatively impact existing site geotechnical concerns. Full or partial infiltration designs must be supported by drainage area feasibility findings. ·············------- Lining prevents storm water from impacting groundwater and/ or sensitive environmental or geotechnical features. Incidental infiltration, when allowable, can aid in pollutant removal and groundwater recharge. Leaves and organic debris can clog the pavement surface. Higher ratios increase the potential for clogging but may be acceptable for relatively clean tributary areas. ---··--·-·····················-· D D D Finish grade of the permeable pavement has a slope :S 5%. Minimum depth to groundwater and bedrock 2 10ft. Contributing tributary area includes effective sediment source control and/ or pretreatment measures such as raised curbed or grass filter strips. E-72 Flatter surfaces facilitate increased runoff capture. A minimum separation facilitates infiltration and lessens the risk of negative groundwater impacts. Sediment can clog the pavement surface. -----·············--·····-- February 26, 2016 Siting and Design D Direct discharges to permeable pavement are only from downspouts carrying "clean" roof runoff that are equipped with filters to remove gross solids. Permeable Surfilce Layer Appendix E: BMP Design Fact Sheets Roof runoff typically carries less sediment than runoff from other impervious surfaces and is less likely to clog the pavement surface. ~~~~~ ~~~--~-------------~~~~~~~~-~~~--~-~~~~~~~~~~-~~~~~~~~~ ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ ~~~~~~~~~~~~~~~~~~~~~~~~-~~~-~~~~~-~~~~~~~~~~~~~~---~ -~~~~-~~~~~ -~- D D Permeable surface layer type is appropriately chosen based on pavement use and expected vehicular loading. Permeable surface layer type is appropriate for expected pedestrian traffic. E-73 Pavement may wear more quickly if not durable for expected loads or frequencies. Expected demographic and accessibility needs (e.g., adults, children, seniors, runners, high~heeled shoes, wheelchairs, strollers, bikes) requires selection of appropriate surface layer type that will not impede pedestrian needs. February 26, 2016 Bedding Layer for Permeable Surface D D Bedding thickness and material is appropriate for the chosen permeable surface layer type. Aggregate used for bedding layer is washed prior to placement. Appendix E: BMP Design Fact Sheets Porous asphalt requires a 2-to 4-inch layer of asphalt and a 1--to 2-inch layer of choker course (single-sized crushed aggregate, one-half inch) to stabilize the surface. Pervious concrete also requires an aggregate course of clean gravel or crushed stone with a minimum amount of flnes. Permeable Interlocking Concrete Paver requires 1 or 2 inches of sand or No. 8 aggregate to allow for leveling of the paver blocks. Similar to Permeable Interlocking Concrete Paver, plastic grid systems also require a 1-to 2-inch bedding course of either gravel or sand. For Permeable Interlocking Concrete Paver and plastic grid systems, if sand is used, a geotextile should be used between the sand course and the reservoir media to prevent the sand from migrating into the stone media. Washing aggregate will help eliminate flnes that could clog the permeable pavement system aggregate storage layer void spaces or underdrain. •••••••••••••••••••••••••n ••••••••••-··-·-••••••v•vv•••vv-•w••v-v~.~~~ -~---·~----•••••••-•••••••-•••••••••••••••••••vo••v•••v• w~·•·----~~---~-··---~--•••••-·---·•-••••••••-••••••••••••••••••••••••••-•••••••••••••••••••••v••v•••••vo Media Layer (Optional) -used between bedding layer and aggregate storage layer to provide pollutant treatment control D D The pollutant removal performance of the media layer is documented by the applicant. A filter course is provided to separate the media layer from the aggregate storage layer. E-74 Media used for BMP design should be shown via research or testing to be appropriate for expected pollutants of concern and flow rates. Migration of media can cause clogging of the aggregate storage layer void spaces or underdrain. February 26, 2016 Appendix E: BMP Design Fact Sheets Media Layer (Optional) -used between bedding layer and aggregate storage layer to provide pollutant treatment control D D If a filter course is used, calculations assessing suitability for particle migration prevention have been completed. Consult permeable pavement manufacturer to verify that media layer provides required structural support. Aggregate Storage Layer D D Aggregate used for the aggregate storage layer is washed and free of fines. Minimum layer depth is 6 inches and for infiltration designs, the maximum depth is determined based on the infiltration storage volume that will infiltrate within a 36-hour drawdown time. Underdrain and OutBow Structures D Underdrains and outflow structures, if used, are accessible for inspection and maintenance. Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. Media must not compromise the structural integrity or intended uses of the permeable pavement surface. Washing aggregate will help eliminate fines that could clog aggregate storage layer void spaces or underdrain. A minimum depth of aggregate provides structural stability for expected pavement loads. The applicant has an option to use a different drawdown time of up to 120 hours if the volume of the facility is adjusted using the percent capture method in Appendix B.4.1 Maintenance will improve the performance and extend the life of the permeable pavement system . .. --------------------------'''''''''''''''''''''''''''''''"'''''''"'''"''''"' ,,,,,,,,,,,,,,,,,,_. ______ ~-----''''' ---------------------~ A minimal separation from subgrade or D D D Underdrain outlet elevation should be a minimum of 3 inches above the bottom elevation of the aggregate storage layer. Minimum underdrain diameter is 6 inches. Underdrains are made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. E-75 the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. Smaller diameter underdrains are prone to clogging. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. February 26, 2016 Appendix E: BMP Design Fact Sheets Filter Course (Optional) D Filter course is washed and free of fines. Washing aggregate will help eliminate fines that could clog subgrade and impede infiltration. Conceptual Design and Sizing Approach for Site Design 1. Determine the areas where permeable pavement can be used in the site design to replace traditional pavement to reduce the impervious area and DCV. These permeable pavement areas can be credited toward reducing runoff generated through representation in storm water calculations as pervious, not impervious, areas but are not credited for storm water pollutant control. These permeable pavement areas should be designed as self-retaining with the appropriate tributary area ratio identified in the design criteria. 2. Calculate the DCV per Appendix B, taking into account reduced runoff from self-retaining permeable pavement areas. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design permeable pavement for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement requirements, maximum finish grade slope, and the recommended tributary area ratio for non-self- retaining permeable pavement. If infiltration is infeasible, the permeable pavement can be designed as flow-thru treatment per the sizing worksheet. If infiltration is feasible, calculations should follow the remaining design steps. 2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas. 3. Use the sizing worksheet to determine if full or partial infiltration of the DCV is achievable based on the available infiltration storage volume calculated from the permeable pavement footprint, aggregate storage layer depth, and in-situ soil design infiltration rate for a maximum 36-hour drawdown time. The applicant has an option to use a different drawdown time up to 120 hours if the volume of the facility is adjusted using the percent capture method in Appendix B.4.1. 4. Where the DCV cannot be fully infiltrated based on the site or pe1rmeable pavement constraints, an underdrain must be incorporated above the infiltration storage to carry away runoff that exceeds the infiltration storage capacity. 5. The remaining DCV to be treated should be calculated for use m s1zmg downstream BMP(s). E-76 February 26, 2016 Appendix E: BMP Design Fact Sheets Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable Control of flow rates and/ or durations will typically require significant aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the manual. 1. Verify that siting and design criteria have been met, including placement requirements, maximum finish grade slope, and the recommended tributary area ratio for non-self- retaining permeable pavement. Design for flow control can be achieving using various design configurations, but a flow-thru treatment design will typically require a greater aggregate storage layer volume than designs which allow for full or partial inflltration of the DCV. 2. Iteratively determine the area and aggregate storage layer depth required to provide inflltration and/ or detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/ or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. 3. If the permeable pavement system cannot fully provide the flow rate and duration control required by this manual, a downstream structure with sufficient storage volume such as an underground vault can be used to provide remaining controls. 4. After permeable pavement has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. E-77 February 26, 2016 Appendix E: BMP Design Fact Sheets Flow-thru Treatment Control Manual Category Flow-thru Treatment Control Applicable Pelrformance Standard Pollutant Control Primary BeneHts Treatment Volume Reduction (Incidental) Peak Flow Attenuation (Optional) Photo Credit: City of San Diego LID Manual Description Sand fllters operate by flltering storm water through a constructed sand bed with an underdrain system. Runoff enters the fllter and spreads over the surface. Sand fllter beds can be enclosed within concrete structures or within earthen containment. As flows increase, water backs up on the surface of the fllter where it is held until it can percolate through the sand. The treatment pathway is downward (vertical) through the media to an underdrain system that is connected to the downstream storm drain system. As storm water passes through the sand, pollutants are trapped on the surface of the fllter, in the small pore spaces between sand grains or are adsorbed to the sand surface. The high flltration rates of sand fllters, which allow a large runoff volume to pass through the media in a short amount of time, can provide efficient treatment for storm water runoff. Typical sand fllter components include: • Fore bay for pretreatment/ energy dissipation • Surface ponding for captured flows • Sand fllter bed • Aggregate storage layer with underdrain(s) • Overflow structure E-113 February 26, 2016 INFLOW PIPE Appendix E: BMP Design Fact Sheets FOREBAY 16" SAND FILTER BED PERMEABILJTY 2: 1 INIHR PLAN NOT TO SCALE 3' MAX PONDING DEPTH AGGREGATESTORAGELAYER/',,,~,_§_~-~--~-~--~-~-~-~~~~;:~:::::::::1 IMPERMEABLE UNER MIN. 3" AGGREGATE (OPTIONAL) BELOW UNDERDRAIN SECTION A-A' NOT TO SCALE MIN 6" DIAMETER UNDERDRAlN Typical plan and Section view of a Sand Filter BMP OUTLET PIPE E-114 February 26, 2016 Appendix E: BMP Design Fact Sheets Design Adaptations for Project Goals Flow-thru treatment BMP for storm water pollutant control. The system is lined or un-lined to provide incidental inflltration, and an underdrain is provided at the bottom to carry away flltered runoff. This configuration is considered to provide flow-thru treatment via vertical flow through the sand fllter bed. Storage provided above the underdrain within surface ponding, the sand fllter bed, and aggregate storage is considered included in the flow-thru treatment volume. Saturated storage within the aggregate storage layer can be added to this design by including an upturned elbow installed at the downstream end of the underdrain or via an internal weir structure designed to maintain a specific water level elevation. Integrated storm water flow control and pollutant control configuration. The system can be designed to provide flow rate and duration control by primarily providing increased surface ponding and/ or having a deeper aggregate storage layer above the underdrain. This will allow for significant detention storage, which can be controlled via inclusion of an outlet structure at the downstream end of the underdrain. Design Criteria and Considerations Sand fllters must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of County staff if it is determined to be appropriate: --,-:--······-·······--···-~~-------Siting and Design 0 Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, and liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). Must not negatively impact existing site geotechnical concerns. ------------····-···················-······· 0 An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that inflltration or lateral flows should not be allowed. Lining prevents storm water from impacting groundwater and/ or sensitive environmental or geotechnical features. Incidental inflltration, when allowable, can aid in pollutant removal and groundwater recharge . . ·········---~--~-~----~--------- Bigger BMPs require additional design features for proper performance. Contributing tributary area greater than 5 0 Contributing tributary area (:S 5 acres). acres may be allowed at the discretion of County staff if the following conditions are met: 1) incorporate design features (e.g. flow spreaders) to minimize short circuiting of flows in the BMP and 2) incorporate additional design features requested by ------------------ E-115 February 26, 2016 D Finish grade of facility is < 6%. Appendix E: BMP Design Fact Sheets County staff for proper performance of the regional BMP. Flatter surfaces reduce erosion and channelization within the facility. ·~~~~~~-··---·--···--......................................................... . D Earthen side slopes are 2: 3H:1V. D D D D D D D Surface ponding is limited to a 36-hour drawdown time. Surface ponding is limited to a 96-hour drawdown time. Maximum ponding depth does not exceed 3 feet. Sand filter bed consists of clean washed concrete or masonry sand (passing 1/4 inch sieve) or sand similar to the ASTM C33 gradation. Sand ftlter bed permeability is at least 1 in/hr. Sand ftlter bed depth is at least 18 inches deep. Aggregate storage should be washed, bank- run gravel. Gentler side slopes are safer, less prone to erosion, able to establish vegetation more quickly and easier to maintain. Provides required capacity to treat back to back storms. A surface ponding drawdown of up to 96 hours may be permitted if additional surface storage is provided using the curves in Appendix B.4.1. Prolonged surface ponding can create a vector hazard. Surface ponding capacity lowers subsurface storage requirements and results in lower cost facilities. Deep surface ponding raises safety concerns. Washing sand will help eliminate fines that could clog the void spaces of the aggregate storage layer. A high ftltration rate through the media allows flows to quickly enter the aggregate storage layer, thereby minimizing bypass. Different pollutants are removed in various zones of the media using several mechanisms. Some pollutants bound to sediment, such as metals, are typically removed within 18 inches of the media. Washing aggregate will help eliminate fines that could clog the aggregate storage layer void spaces or subgrade. ~~~~~~~~~~~~----------......... -....................... ----·------~-------~-- D The depth of aggregate provided (12-inch typical) and storage layer configuration is adequate for providing conveyance for underdrain flows to the outlet structure. E-116 Proper storage layer configuration and underdrain placement will minimize facility drawdown time. February 26, 2016 Appendix E: BMP Design Fact Sheets ~----~----~~-,,,,, ------~------~~- Intent/Rationale Siting and Design Inflow, underdrains and outflow structures D are accessible for inspection and maintenance. ----------,,,,,,,_, _____________ ,,,, D Inflow must be non-erosive sheet flow (:S: 3 ft/ s) unless an energy-dissipation device, flow diversion/ splitter or fore bay is installed. Underdrain outlet elevation should be a D minimum of 3 inches above the bottom elevation of the aggregate storage layer. D Minimum underdrain diameter is 6 inches. --------------~ D D Underdrains should be made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. Overflow is safely conveyed to a downstream storm drain system or discharge point. Maintenance will prevent clogging and ensure proper operation of the flow control structures. ----------------- Concentrated flow and/ or excessive volumes can cause erosion in a sand fllter and can be detrimental to the treatment capacity of the system. "''''' _____ ~------- A minimal separation from subgrade or the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. Smaller diameter underdrains are prone to clogging. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. Planning for overflow lessens the risk of property damage due to flooding. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design a sand fllter for storm water pollutant control only (no flow control required), the following steps should be taken: 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, and maximum finish grade slope. 2. Calculate the required DCV and/ or flow rate per Appendix B.6.3 based on expected site design runoff for tributary areas. 3. Sand fllter can be designed either for DCV or flow rate. To estimate the drawdown time, divide the average ponding depth by the permeability of the fllter sand. Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable Control of flow rates and/ or durations will typically require significant surface ponding and/ or E-117 February 26, 2016 Appendix E: BMP Design Fact Sheets aggregate storage volumes, and therefore the following steps should be taken prior to determination of storm water pollutant control design. Pre-development and allowable post-project flow rates and durations should be determined as discussed in Chapter 6 of the Manual. 1. Verify that siting and design criteria have been met, including placement requirements, contributing tributary area, and maximum finish grade slope. 2. Iteratively determine the facility footprint area, surface ponding and/ or aggregate storage layer depth required to provide detention storage to reduce flow rates and durations to allowable limits. Flow rates and durations can be controlled from detention storage by altering outlet structure orifice size(s) and/ or water control levels. Multi-level orifices can be used within an outlet structure to control the full range of flows. 3. If a sand ftlter cannot fully provide the flow rate and duration control required by the MS4 permit, an upstream or downstream structure with appropriate storage volume such as an underground vault can be used to provide remaining controls. 4. After the sand ftlter has been designed to meet flow control requirements, calculations must be completed to verify if storm water pollutant control requirements to treat the DCV have been met. E-118 February 26, 2016 Appendix E: BMP Design Fact Sheets MS4 Permit Category Flow-thru Treatment Control Manual (:ategory Flow-thru Treatment Control Applicable Pe:rfonnance Standard Pollutant Control Primary Bendits Treatment Volume Reduction (Incidental) Peak Flow Attenuation Location: Eastlake Business Center, Chula Vista, California; Photo Credit: Eric Mosolgo Description Vegetated swales are shallow, open channels that are designed to remove storm water pollutants by physically straining/ filtering runoff through vegetation in the channel. Swales can be used in place of traditional curbs and gutters and are well-suited for use in linear transportation corridors to provide both conveyance and treatment via filtration. An effectively designed vegetated swale achieves uniform sheet flow through densely vegetated areas. When soil conditions allow, infiltration and volume reduction are enhanced by adding a gravel drainage layer underneath the swale. Vegetated swales with a subsurface media layer can provide enhanced infiltration, water retention, and pollutant-removal capabilities. Pollutant removal effectiveness can also be maximized by increasing the hydraulic residence time of water in swale using weirs or check dams. Typical vegetated swale components include: • Inflow distribution mechanisms (e.g., flow spreader) • Surface flow • Vegetated surface layer • Check dams (if required) • Optional aggregate storage layer with underdrain(s) E-104 February 26, 2016 A t_ 3H1V(MIN.) CHECK DAM AT 50-FT INCREMENTS fOR SLOPE <!2.5% 2· s SOTTOM WIDTH s e· VEGETATION LENGTH l! 2 IN A80VE FLOW DEPTH (RECOMMENDED) EXCAVATED SLOPE Appendix E: BMP Design Fact Sheets .. J; .. .., ....... ~ ~ • w w * • 1.5% s SLOPEs 6% • ~ • * • ~ 'II' v ,.., .. • PLAN NOT TO SCALE FLOW SPREADER :>H:iV(MIN.) lO·YEAR MAX. FLOW DEPTH GREATEST Of 6 IN. OR S 2/3 VEGETATION SECTION A-A' NOT TO SCALE MAINTENANCE ACCESS A' __j' MAINTENANCE ACCESS Typical plan and Section view of a Vegetated Swale BMP E-105 February 26, 2016 Appendix E: BMP Design Fact Sheets Design Adaptations for Project Goals Site design BMP to reduce runoff volumes and storm peaks. Swales without underdrains are an alternative to lined channels and pipes and can provide volume reduction through infiltration. Swales can also reduce the peak runoff discharge rate by increasing the time of concentration of the site and decreasing runoff volumes and velocities. Flow-thru treatment BMP for storm water pollutant control. The system is lined or un-lined to provide incidental infiltration with an underdrain and designed to provide pollutant removal through settling and filtration in the channel vegetation (usually grasses). This configuration is considered to provide flow-thru treatment via horizontal surface flow through the swale. Sizing for flow-thru treatment control is based on the surface flow rate through the swale that meets water quality treatment performance objectives. Design Criteria and Considerations Vegetated swales must meet the following design criteria. Deviations from the below criteria may be approved at the discretion of County staff if it is determined to be appropriate: ----------------------------------------------------------~-----~-------------------Siting a.nd Design Intent/Ra.tiona.le D D D D D Placement observes geotechnical recommendations regarding potential hazards (e.g., slope stability, landslides, and liquefaction zones) and setbacks (e.g., slopes, foundations, utilities). An impermeable liner or other hydraulic restriction layer is included if site constraints indicate that infiltration or lateral flows should not be allowed. Contributing tributary area :<::: 2 acres. Longitudinal slope is ::=: 1.5% and :<::: 6%. For site design goal, in-situ soil infiltration rate ::=: 0.5 in/hr (if< 0.5 in/hr, an underdrain is required and design goal is for pollutant control only). Must not negatively impact existing site geotechnical concerns. Lining prevents storm water from impacting groundwater and/ or sensitive environmental or geotechnical features. Incidental infiltration, when allowable, can aid in pollutant removal and groundwater recharge. Higher ratios increase the potential for clogging but may be acceptable for relatively clean tributary areas. Flatter swales facilitate increased water quality treatment while minimum slopes prevent ponding. Well-drained soils provide volume reduction and treatment. An underdrain should only be provided when soil infiltration rates are low or per geotechnical or groundwater concerns. ------------~-------------------------------------- E-106 February 26, 2016 Surface Flow D D D D D D Maximum flow depth is :S 6 inches or :S the vegetation length, whichever is greater. Ideally, flow depth will be 2: 2 inches below shortest plant species. A minimum of 1 foot of freeboard is provided. Cross sectional shape is trapezoidal or parabolic with side slopes 2: 3H:1V. Bottom width is 2: 2 feet and :S 8 feet. Minimum hydraulic residence time 2: 10 minutes. Swale is designed to safely convey the 10-yr storm event unless a flow splitter is included to allow only the water quality event. Flow velocity is :S 1 ft/ s for water quality event. Flow velocity for 10-yr storm event is :S 3 ft/s. '--·····--·--··-·-····-·--·---···---····································-···························· ........ ------- Appendix E: BMP Design Fact Sheets Flow depth must fall within the height range of the vegetation for effective water quality treatment via filtering. Freeboard minimizes risk of uncontrolled surface discharge. Gentler side slopes are safer, less prone to erosion, able to establish vegetation more quickly and easier to maintain. A minimum of 2 feet minimizes erosion. A maximum of 8 feet prevents channel braiding. Longer hydraulic residence time increases pollutant removal. Planning for larger storm events lessens the risk of property damage due to flooding. Lower flow velocities provide increased pollutant removal via filtration and rrun1ffilze eros1on. Vegetated Surface Layer (amendment with media is Optional) ----------···-······---····-···---····---·-··-·············----------· D Soil is amended with 2 inches of media mixed into the top 6 inches of in-situ soils, as needed, to promote plant growth (optional). For enhanced pollutant control, 2 feet of media can be used in place of in- situ soils. Media meets either of these two media specifications: City of San Diego Storm Water Standards Appendix F, February 2016; Or County of San Diego Low Impact Development Handbook, June 2014: Appendix G -Bioretention Soil Specification. E-107 Amended soils aid in plant establishment and growth. Media replacement for in-situ soils can improve water quality treatment and site design volume reduction. February 26, 2016 D Vegetation is appropriately selected low- growing, erosion-resistant plant species that effectively bind the soil, thrive under site- specific climatic conditions and require little or no irrigation. Check Dams D Check dams are provided at 50-foot increments for slopes ~ 2.5%. ••••••••••••-•••••••••••••••••••-•-••••••••••••••••••••-••••••••••••••-•••••••••w-·--•·•~•~m-~~~-~~- Filter Course Layer (For Underdrain Design) Appendix E: BMP Design Fact Sheets Plants suited to the climate and expected flow conditions are more likely to survive. Check dams prevent erosion and increase the hydraulic residence time by lowering flow velocities and providing ponding opportunities. ~~~-·-~ ----~~-~~--·~·--·--·----·-····--············-············-····························-·--~~--~-~~-----····-·················-···········-·············-···-······--· ························- A filter course is used to prevent migration Migration of media can cause clogging of D of fines through layers of the facility. Filter the aggregate storage layer void spaces or fabric is not used. subgrade. Filter fabric is more likely to clog. D D Filter course is washed and free of fines. Filter course calculations assessing suitability for particle migration prevention have been completed. ~- Washing aggregate will help eliminate fines that could clog the facility and impede infiltration. Gradation relationship between layers can evaluate factors (e.g., bridging, permeability, and uniformity) to determine if particle sizing is appropriate or if an intermediate layer is needed. Aggregate Storage Layer (For Underdrain Design) -----~ ~---···-~·-·······-~·-········-~·-··-· ....................... ····~······ -~---~--~~~-~----- D The depth of aggregate provided (12-inch typical) and storage layer configuration is adequate for providing conveyance for underdrain flows to the outlet structure. Proper storage layer configuration and underdrain placement will minimize facility drawdown time. ~~~~~~~~~~~~~-······-·····-~~--~-~~~~~~- D Aggregate used for the aggregate storage layer is washed and free of fines. InBow and Underdrain Structures Washing aggregate will help eliminate fines that could clog aggregate storage layer void spaces or underdrain. -~~ ····-----··--········· ···························-·· ··························-··-····- D Inflow and underdrains are accessible for inspection and maintenance. InBow and Underdrain Structures E-108 Maintenance will prevent clogging and ensure proper operation of the flow control structures. February 26, 2016 D D D D Underdrain outlet elevation should be a minimum of 3 inches above the bottom elevation of the aggregate storage layer. l'vfinimum underdrain diameter is 6 inches. Underdrains are made of slotted, PVC pipe conforming to ASTM D 3034 or equivalent or corrugated, HDPE pipe conforming to AASHTO 252M or equivalent. An underdrain cleanout with a minimum 6- inch diameter and lockable cap is placed every 250 to 300 feet as required based on underdrain length. Appendix E: BMP Design Fact Sheets A minimal separation from subgrade or the liner lessens the risk of fines entering the underdrain and can improve hydraulic performance by allowing perforations to remain unblocked. Smaller diameter underdrains are prone to clogging. Slotted underdrains provide greater intake capacity, clog resistant drainage, and reduced entrance velocity into the pipe, thereby reducing the chances of solids migration. Properly spaced cleanouts will facilitate underdrain maintenance. Conceptual Design and Sizing Approach for Site Design 1. Determine the areas where vegetated swales can be used in the site design to replace traditional curb and gutter facilities and provide volume reduction through infiltration. Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only To design vegetated swales for storm water pollutant control only, the following steps should be taken: 1. Verify that siting and design criteria have been met, including bottom width and longitudinal and side slope requirements. 2. Calculate the design flow rate per Appendix B based on expected site design runoff for tributary areas. 3. Use the sizing worksheet to determine flow-thru treatment sizing of the vegetated swale and if flow velocity, flow depth, and hydraulic residence time meet required criteria. Swale configuration should be adjusted as necessary to meet design requirements. E-109 February 26, 2016 Appendix F Commissioning Plan Commissioning Plan * for the (_Cit)' of Carlsbad C r1 I 1 f 1 a Pine Avenue Park 3209 Harding Street Carlsbad, California t\GR Consulting. II C "Prorno!ing Green Resources· Prepared by: Jalal Avades PE, CEM, LEED AP (BD+C) AGR Consulting, LLC 22833 N 39th Run Phoenix, AZ 85050 Phone: (480) 246-0954 Fax: (602) 288-8900 September 26, 2016 *Commissioning Plan is per the 2013 California Green Building Code Section 5.410.2. Pine Avenue Park Page 1 of 16 AGR Consulting, LLC PART 3: Commissioning Plan 3.1 Summary The Commissioning Plan provides details of responsibilities for the Owner, Architect,. Design Engineers, Commissioning Authority, Construction and Project Managers and Subcontractors. The plan describes the duties of the AlE team and Commissioning Authority in developing the project specific commissioning specifications and provides direction for the commissioning tasks during construction. The plan focuses on providing support for the specifications and provides forms for the application of the commissioning process. The plan would also provide the tools used in testing of commissioned systems and the methods used to correct deficiencies. System Commissioning is intended to meet the requirement of the 2013 California Green Building Code Section 5.41 0.2. 3.2 Overview of Commissioning and Goal Commissioning (Cx) is a systematic process of ensuring that all building systems perform interactively according to the Owners Project Requirements (OPR), the design intent and the owner's operational needs. This is achieved by beginning at the design phase with documented design and operating intent and continuing through construction, acceptance and the warranty period with actual verification of performance. Commissioning during the construction of this project is intended to achieve the following specific objectives according to the Contract Documents: • Ensure that applicable equipment and systems are installed properly and receive adequate operational checkout by installing contractors. • Verify and document proper performance of equipment and systems. • Ensure that O&M documentation left on site is complete. • Ensure that the Owner's operating personnel are adequately trained. 3.2.1 Abbreviations and Definitions The following are common abbreviations used in this document. AlE-Architect and design FT-Functional performance test engineers CxA- Commissioning authority GC-General contractor CC-Controls contractor MC-Mechanical contractor CM-Construction Manager PC-Prefunctional checklist Cx-Commissioning PM-Project manager Cx Commissioning Plan Subs-Subcontractors to General Plan-document EC-Electrical contractor TAB-Test and balance contractor Pine Avenue Park Page2of16 AGR Consulting, LLC 3.2.2 Purpose of Commissioning Plan The purpose of the commissioning plan is to: 1. Ensure that the design and operational intent are clearly documented. 2. Ensure that commissioning for the construction phase is adequately reflected in the bid documents. 3. Provide direction for the development of the Cx specifications by NE. 4. Provide direction for the commissioning process during construction, particularly providing resolution for issues and providing details that cannot be, or were not, fully developed during design, such as scheduling, participation of various parties of this particular project, actual lines of reporting and approvals, coordination, etc. 5. Provide direction on the required testing procedures. 3.2.3 Commissioned Systems The following systems will be commissioned in this project as required by the 2010 California Green Building Code Section 5.410.2: 1. Packaged Roof Top Heat Pump Systems. 2. Split Heat Pump NC equipment. 3. Split A/C Unit 4. Exhaust Fans. 5. HVAC Control System. 6. Domestic Hot Water Heaters. 7. Interior Lighting and Lighting Control. 8. Exterior Lighting and Lighting Control. 3.3 Building/Project Information Project Name: Location: Pine Avenue Park Community Center & Garden 3209 Harding Street, Carlsbad, California Building Address: Building Owner: The Southwest corner of Harding Street and Pine Avenue City of Carlsbad Building Type: Square Footage: Number of Stories: Weather Data: Jurisdiction: Governing Codes: Project Cost: Design Period: Construction Period: Completion date: Pine Avenue Park Community Center 17,800 square feet Two 722927 Carlsbad/Palomar, CA USA City of Carlsbad, California 2010 California Green Code $7,500,000 14 Months 12 Months March 2018 Page 3 of 16 AGR Consulting, LLC 34 c omm•ss1onmg T earn D ata ROLE Name Contact Person Contact Information City of Office: (760) 602-7539 Carlsbad/Public Steve Didier, Cell: (760) 994-9485 Owner I Construction Works Municipal Projects Fax: (760) 438-4178 Department Manager Email: Stevcn.DiuieniD.carlsb3dca.~ov Address: 1635 Faraday Ave. Carlsbad, CA 92008 City of Carlsbad Office: (760) 434-2974 Cell: Owner /Parks and Barbara Kennedy, Fax: Recreation Park Planner Email: Barbara. kennedy@carlsbadca. gov Department Address: 799 Pine Avenue, Suite 200, San Diego CA 92008 Office: (949) 497-9000 x208 Griffin Structures, Cell: (949) 274-0827 Construction Manager Inc Lance Solomon Fax: (949) 497-8883 Email: lsolomon@griffinholdings. net Address: 2 Technology Drive, Suite 150, Irvine, CA 92618 Office: (760) 560-0100 T-Squared Cell: Mechanical Engineer Professional Farzad Tadayon Fax: Engineers Email: farzad@tsqeng.com Address: 1340 Specialty Drive, Suite E, Vista CA 92081 Office: (760) 560-0100 T-Squared Cell: Plumbing Engineer Professional Farzad Tadayon Fax: Engineers Email: farzad@tsqeng.com Address: 1340 Specialty Drive, Suite E, Vista CA 92081 Office: (858) 638-0600 Mike Wall Cell: Electrical Engineer Mike Wall Fax: Engineering Email: mwall@mwalleng.com Address: 4115 Sorrento Valley Blvd., San Diego CA 92121 Office: (858) 638-0600 Mike Wall Cell: Lighting Engineer Engineering Mike Wall Fax: Email: mwall@mwalleng.com Address: 4115 Sorrento Valley Blvd., San Diego CA 92121 Office: (858) 500-4529 Cell: Civil Engineer Berger ABAM William Lund Fax: Email: !JiiLlund!U:Jhmn.cQm Address: 10525 Vista Sorrento Pkwy, San Diego CA 92121 Office: (602) 288-8900 Commissioning AGR Consulting, Cell: (602) 246-0954 Jalal Avades Fax: (602) 288-8900 Authority (CxA) LLC Email: jalal@agrconsultant.Gom Address: 22833 N. 39th Run, Phoenix, AZ. 85050 Office: Construction Manager Cell: OR General TBD * TBD Fax: Contractor Email: Address: Office: Project Administrator Cell: TBD * TBD Fax: (Field) Email: Address: Office: Mechanical, Plumbing Cell: and Electrical TBD * TBD Fax: Contractors Email: Address: * Construction Management and Mechanical, Plumbing and Electrical Contractors were not yet selected. Commissioning Team list to be finalized at construction phase. Pine Avenue Park Page4 ofl6 AGR Consulting, LLC 3.5 Roles and Responsibilities 3.5.1 Locations of Role Descriptions Descriptions and explanations of the roles and responsibilities of those in the commissioning process are found in the following places in the Contract Documents: List of team members: Cx Plan, 3.4 General roles: Cx Plan, 3.4, Management plan outline: Cx Plan, 3.5.3. 3.5.3 General Management Plan The CxA was hired by the Architect. In general, the CxA coordinates the commissioning activities and reports to the owner. The CxA's responsibilities, along with all other contractors' commissioning responsibilities are detailed in the commissioning plan and the construction documents. The project documents will take precedence over this Cx Plan. All members work together to fulfill their contracted responsibilities and meet the objectives of the Contract Documents. Refer to the management protocols section 3.6.5. 3.5.4 General Descriptions of Roles General descriptions of the commissioning roles are as follows: CxA: Coordinates the Cx process, writes test scripts, oversees and documents CM: GC: Subs: AlE: Owner: Mfr. : performance tests. Prepare final commissioning report. Support the Cx process. Act as the liaison between the CxA and the Subs. Support the Cx process, ensures that Subs perform their responsibilities and integrates Cx into the construction process and schedule. Demonstrate proper system performance. Provide the necessary tools, instrumentations and personnel to perform the testing requested by the CxA. Perform construction observation, design verification, approve O&M manuals and assist in resolving systems problems those due to design .. Supports the Cx process and gives final approval of the Cx work The equipment manufacturers and vendors provide documentation to facilitate the commissioning work and perform contracted startup. 3.6 Commissioning Process This section sequentially details the commissioning process by commissioning task or activity. 3.6.1 Commissioning Scoping Meeting A commissioning scoping meeting is planned and conducted by the CxA within 30 days of the beginning of construction. In attendance are the respective representatives (if applicable) of the Owner, GC, CM, CxA, PM, A/E and the mechanical, electrical, controls, and TAB subs. At the meeting commissioning parties are introduced and the commissioning process reviewed, management and reporting lines determined. The flow of documents, how much submittal data the CxA will receive and when, etc. are also to be discussed. Pine Avenue Park Page 5 of 16 AGR Consulting, LLC The Cx Plan is reviewed, process questions are addressed, lines of reporting and communications determined and the work products list discussed. Also covered are the general list of each party's responsibilities, who is responsible to develop the startup plan for each piece of and the proposed commissioning schedule. The outcome of the meeting is increased understanding by all parties of the commissioning process and their respective· responsibilities. The meeting provides the CxA additional information needed to finalize the Cx Plan, including the commissioning schedule. Prior to this meeting the CxA is given, by the GC, all drawings and specifications and the construction schedule by trade. The CxA keeps notes from the meeting and distributes them to each team member. Commissioning kickoff meeting date is yet to be determined. 3.6.2 Final Commissioning Plan The CxA finalizes the draft Cx Plan using the information gathered from the scoping meeting. The initial commissioning schedule is also developed along with a detailed timE3Iine. The timeline is fine-tuned as construction progresses. In particular, 30 days prior to startup of the primary equipment, the CxA meets with the GC and CM and develops a detailed commissioning schedule. The commissioning plan is approved by the CM. 3.6.3 Site Observation The CxA, and CM makes periodic visits to the site, as necessary, to witness equipment and system installations. 3.6.4 Miscellaneous Meetings The CxA may attend selected planning and job-site meetings in order to remain informed on construction progress and to update parties involved in commissioning. The CM and GC provide the CxA with information regarding substitutions, change orders and any Architect's Supplemental Instructions (ASI} that may affect commissioning equipment, systems or the commissioning schedule. The CxA may review construction meeting minutes, change orders or AS Is for the same purpose. Later during construction, necessary meetings between various commission in~! team parties will be scheduled by the CxA, through the CM, as required. Pine Avenue Park Page 6 of16 AGR Consulting, LLC 3.6.5 Miscellaneous Management Protocols The following protocols will be used on this project. Issue Protocol For requests for information (RFI) or Direct to Sub or AlE, through the CM, or through GC. formal documentation requests: CxA should be included on decisions or design changes. For minor or verbal information and The CxA should be included in the project log and that clarifications: the CxA should be informed along with informing the CM. For notifying contractors of The CxA documents deficiencies through the CM, deficiencies: discuss deficiency issues with contractors during testing prior to notifying the CM. For scheduling Functional Testing: The CxA would provide input and coordinate the testing, but does not do any scheduling. For scheduling Training: The CxA would provide input and coordinate the training and system demonstration, but does not do any scheduling. For scheduling commissioning The CxA selects the date and schedules through the: meetings: CM/GC. For making a request for significant The CxA has no authority to issue change orders. changes: For making small changes in The CxA may not make changes to specified sequences specified sequences of operations: without approval from the A/E. Subcontractors disagreeing with Try and resolve with the CxA first. Then work through requests or interpretations by the GC who will work with CxA directly or through the CM to CxA shall: resolve the situation. A/E may need to be involved. 3.6.6 Progress Reporting and Logs During construction, the CM shall provide monthly progress reports to include when systems are being installed and ready for commissioning. The frequency of progress reports may be increased to twice per month when systems are ready for prefunctional startup testing. When the functional testing of equipment begins, weekly progress reports are required until functional testing and all non-conformance issues are resolved. The CM and CxA may adjust the reporting frequency as needed. The progress reports contain: an update of the schedule with list of requested schedule changes and new items added to the schedule, a list of new and outstanding deficiencies, a description of commissioning progress corresponding to the plan, etc. 3.6.7 Initial Submittals and Documentation 3.6.7.a Standard Submittals The CxA provides all Subs responsible for commissioned equipment with commissioning documentation and templates requirements for their respective equipment and systems through the CM. This data request typically coincides with the normal A/E submittal process. At Pine Avenue Park Page 7of16 AGR Consulting, LLC minimum, this equipment data includes Prefunctional and Functional templates. The CxA reviews and approves submissions relative to commissioning issues expressed in the contract documents, not for general contract compliance (which is the NE's responsibility), unless specifically directed by the owner to do so. 3.6.7.b Special Submittals, Notifications and Clarifications The Subs, GC orNE notify the CxA of any new design intent or operating parameter changes, added control strategies and sequences of operation, or other change orders that may affect commissioned systems. The controls contractor provides a full points list with details requested by the CxA. Thirty (30) days prior to performing owner-contracted tests, the Subs provide the CxA full details of the procedures. As the phases of the TAB are completed, the draft TAB report is provided to the CxA with full explanations of approach, methods, results, corrections, data table legends, etc. The final TAB report is provided to the CxA upon completion. The submitted submittals to the CxA do not constitute compliance for submittalls for the O&M manuals. Documentation requirements for the O&M manuals are discussed in Section 3.6.11, herein. The CxA may request additional design narrative from the A/E and from the controls contractor depending on how complete the documentation was which was provided with the bid documents. The CxA may submit written RFis to contractors through the CM, or address them directly for clarifications, as needed. 3.6.8 Prefunctional Checklists, Tests and Startup Prefunctional checklists (PC) are important to ensure that the equipment and systems are hooked up and operational and that functional performance testing may proceHd without unnecessary delays. Each piece of equipment receives full prefunctional checkout by the Contractor. No sampling strategies are used. In general, the prefunctional testing for a given system must be successfully completed prior to formal functional performance testing of equipment or subsystems of the given system. Prefunctional checklists are primarily static inspections and procedures to prepare the equipment or system for initial operation (e.g., oil levels OK, fan belt tension, labels affixed, gages in place, sensor calibration, etc.). However, some prefunctional checklist items entail simple testing of the function of a component, a piece of equipment or system (such as measuring the voltage imbalance on a three phase pump motor). The word ~~functional refers to before functional testing. Prefunctional checklists augment and are combined with the manufacturer's start-up checklist. Contractors typically already perform some, if not many, of the prefunctional checklist items the commissioning authority will recommend. However, few contractors document in writing the execution of these checklist items. This project requires that the procedures be! documented in writing by the installing technician. CxA does not witness much of the prefunctional checklist, except for testing of larger or more critical pieces of equipment and some spot-·checking. Pine Avenue Park Page 8 ofl6 AGR Consulting, LLC 3.6.8.1 Start-up Plan The CxA assists the commissioning team members responsible for startup in developing detailed start-up plans for all equipment. A. The following procedures will be used for this project: 1. The CxA adapts and enhances, if necessary, the representative prefunctional checklists (PC) and procedures from the lists in the specification sections, and develops original lists, as necessary. 2. The CxA obtains manufacturer installation, startup and checkout data, including actual field checkout sheets used by the field technicians from the contractor. 3. The CxA copies all pages with important instructional data and procedures from the startup and checkout manuals not covered in manufacturer field checkout sheets and adds a signature line in the column by each procedure. 4. The copied pages from (2), along with the prefunctional checklist provided by the CxA and the manufacturer field checkout sheets become the "Startup and Checkout Plan and provides a cover sheet and template for the startup plan and 5. For systems that may not have adequate manufacturer startup and checkout procedures, particularly for components being integrated with other equipment, the Sub should provide the added necessary detail and documenting format to the CxA for approval, prior to execution. 6. The CxA transmits the full Startup Plan to the GC, who designates which trade or contractor is responsible to fill out each line item (mark in the "Contractor" column) on the Prefunctional Checklist from the CxA. The GC then transmits the full start-up plan to the Subs for their review and use. (This usually means that the Prefunctional Checklist, alone, will go to more than one Sub, while the full plan will go to the primary installing contractor.) 3.6.8.2 Execution of Checklists and Startup Prior to startup, the Subs and vendors schedule startup and initial checkout with the CM, GC and CxA. The startup and initial checkout are directed and executed by the Sub or vendor. The CxA, and CM if necessary, observe, at minimum, the procedures for each piece of primary equipment, unless there are multiple units, when a sampling strategy is used. For components of equipment, the CxA may observe a sampling of the prefunctional and start-up procedures. To document the process of startup and checkout, the site technician perfoming the line item task initials and dates each paragraph of procedures in the "Startup Plan" and checks off items on the prefunctional and manufacturer field checkout sheets, as they are completed. Only individuals having direct knowledge of a line item being completed shall check or initial the forms. The Subs and vendors execute the checklists and tests and submit a signed copy of the completed start-up and prefunctional tests and checklists to the CxA. The CA may review prefunctional checklists in progress, as necessary. On smaller equipment or projects, the checklists (which all contain more than one trade's responsibility), may be passed around to the Subs to fill out. For larger projects, each trade may need a full form and the CA will consolidate them later. Pine Avenue Park Page 9 of16 AGR Consulting. LLC 3.6.8.3 Sampling Strategy for CxA Observation of Prefunctional Checkou1t and Startup The following table provides a tentative list of the equipment and how much of the prefunctional checkout and startup work will be witnessed by the commissioning authority. Equipment or System HVAC Exhaust Fans TAB work Lighting Control Domestic Water Heater Fraction To Be Observed by CxA 50% 20% Preliminary 20% 20% 3.6.8.4 Deficiencies and Non-Conformance Provide a sample functional performance test deficiency report form. Include space to record: Associated functional performance test data form number; date of test; name of person reporting the deficiency; description of the observations associated with the failure of the test; cause of the failure, if apparent at the time of the test; date and description of corrective action taken; name and signature of person taking corrective action; and schedule for retest. The Subs clearly list any outstanding items of initial start-up and prefunctional procedures that were not completed successfully at the bottom of the procedures form or on an attached sheet. The procedures form and deficiencies are provided to the CxA within two days of test completion. The CxA works with the Subs and vendors and A/E to correct and retest deficiencies or uncompleted items, involving the CM and others as necessary. The installing Subs or vendors correct all areas that are deficient or incomplete according to the checklists and tests. The CxA recommends approval of the startup and initial checkout of each system to the CM .. 3.6.8.5 Phased Commissioning Because of project size, this project will not require startup and initial checkout to be executed in phases. 3.6.8.6 TAB The TAB contractor submits the outline of the TAB plan and approach to the CxA and the controls contractor prior to starting the TAB. Included in the approach, is an explanation of the intended use of the building control system. The CxA reviews the plan and approach for understanding and coordination issues and may comment, but does not "approve." The controls contractor reviews the feasibility of using the building control syst«3m for assistance in the TAB work. The TAB submits written reports of discrepancies, contract interpretation requests and lists of completed tests to the AlE and CM. This facilitates quicker resolution of problems and will result in a more complete TAB before functional testing begins. A checklist form for reviewing the TAB plan is provided as one of the prefunctional checklists. TAB work will not begin until the control system has been prefunctionally tested and selective functional tests have been performed and approved by the CxA. Pine Avenue Park Page 10 ofl6 AGR Consulting, LLC 3.6.8. 7 Controls Checkout Plan The controls contractor develops and submits a written step-by-step plan to the CxA which describes the process they intend to follow in checking out the control system and the forms on which they will document the process. The controls contractor will also meet with the TAB contractor prior to the start of TAB and review the TAB plan to determine the capabilities of the control system for use in TAB. The controls contractor will provide the TAB with any necessary unique instruments for setting terminal unit boxes and instruct TAB in their use (handheld control system interface for use around the building during TAB, etc.). The controls contractor shall also provide a technician qualified to operate the controls to assist the TAB contractor in performing TAB. All CxA-required controls prefunctional checklists, calibrations, start-up and selected functional tests of the system shall be completed and approved by the CxA prior to TAB. The controls contractor shall execute the tests and trend logs assigned to them in construction documents and remain on site for assistance for mechanical system functional tests as specified in the same sections. 3.6.9 Development of Functional Test and Verification Procedures 3.6.9.1 Overview Functional testing is the dynamic testing of systems (rather than just components) under full operation. Systems are tested under various modes, such as during low cooling or heating loads, high loads, component failures, unoccupied, varying outside air temperatures, fire alarm, power failure, etc. The systems are run through all of the control system's sequences of operation and components are verified to be responding as the sequences state. The commissioning authority develops the functional test procedures in a sequential written form, coordinates, oversees and documents the actual testing, which is usually performed by the installing contractor or vendor. 3.6.9.2 Scope of Testing The construction documents and the commissioning plan provide specific functional testing scope for each piece of commissioned equipment. A detailed description of the functional and prefunctional testing procedures and process is found in the Cx Plan. If specific testing requirements were not included in the bid documents and original specifications, they should be developed for this project for each piece of commissioned equipment. 3.6.9.3 Development Process Before test procedures are written, the CxA obtains all requested documentation and a current list of change orders affecting equipment or systems, including an updated points list, control sequences and setpoints. The CxA develops specific test procedures templates to verify proper operation of each piece of equipment and system, using the testing requirements in the Cx Plan. The CxA obtains clarification, as needed, from contractors and the NE regarding sequences and operation to develop these tests. Prior to execution, the CxA provides a copy of the primary equipment tests to the installing Sub (via the GC) who reviews the tests for Pine Avenue Park Page 11 of16 AGR Consulting, LLC feasibility, safety, and warranty and equipment protection. Blank copies of the procedures are input into the O&M manuals for later use by operations staff. Functional testing and verification may be achieved by manual testing (persons manipulate the equipment and observe performance) or by monitoring the performance and analyzing the results using the control system's trend log capabilities or by stand-alone data-loggers. The CxA follows the plans when given and uses judgment where needed to determine which method is most appropriate. According to the plans, not all pieces of identical equipment receive in- depth testing. The CxA reviews owner-contracted, factory or required owner acceptance tests and determines what further testing may be required to comply with the Specif1ications. Redundancy is minimized. 3.6.10 Execution of Functional Testing Procedures 3.6.10.1 Overview and Process The CxA schedules functional tests through the CM, GC and affected Subs. For any given system, prior to performing functional testing, the CxA waits until the prefunctional checklist has been submitted with the necessary signatures, confirming that the system is re,ady for functional testing. The CxA oversees, witnesses and documents the functional testing of all equipment and systems according to the Specifications and the Cx Plan. The Subs execute the tests. The control system is tested before it is used to verify performance of other components or systems. The air balancing and water balancing is completed and debugged before functional testing of air-related or water-related equipment or systems. Testing proceeds from components to subsystems to systems and finally to interlocks and connections between systE3ms. 3.6.10.2 Deficiencies and Retesting The CxA documents the results of the test. Corrections of minor deficiencies identified are made during the tests at the discretion of the CxA. The CxA records the results of the test on the procedure or test form. Deficiencies or non-conformance issues are noted and reported to the CM. Subs correct deficiencies, notify the CxA and return a certifying correction notes. The CxA schedules retesting through the CM. Decisions regarding deficiencies and corrections are made at as low a level as possible, preferably between CxA or CM and the Sub. For areas in dispute, final authority, besides the Owner's, resides with the A/E. The CxA recommends acceptance of each test to the CM. The CM gives final approval on each. 3.6.10.3 Facility Staff Participation Owner's facilities operating staff are encouraged to attend and participate in the testing process. 3.6.10.4 Phased Testing Refer to Section 3.6.8.5 for details regarding testing the equipment or systems in phases. Because of project size, this project will not require startup and initial checkout to be executed in phases. Pine Avenue Park Page 12 of 16 AGR Consulting, LLC 3.6.10.5 Sampling Multiple identical pieces of non-life-safety or otherwise non-critical equipment may be functionally tested using a sampling strategy. The Specifications specify the sampling strategies that are used on this project. Equipment or System HVAC Exhaust Fans Building automation system TAB work Domestic Hot Water Lighting Control Fraction To Be Observed by CxA 100% 100% 100% Final 100% 100% 3.6.11 O&M Manuals and Warranties 3.6.11.1 Standard O&M Manuals The CxA will review the O&M manuals, documentation and redline as-builts for systems that were commissioned to verify compliance with the Specifications. The CxA recommends approval and acceptance of these sections of the O&M manuals to the CM. The CxA also reviews each equipment warranty and verifies that all requirements to keep the warranty valid are clearly stated. 3.6.12 Training and Orientation of Owner Personnel Owner training, orientation and demonstration on equipment and systems provided by the Contractor is accomplished in these general steps. 3.6.12.1 Overall Plan After reviewing the specifications, and after interviewing facility staff, if necessary, the Commissioning Authority (CxA) list the equipment for which training or orientation will be provided. The list define the type and number of trainees, rigor of training desired by the Owner, the primary responsible subcontractor, the trainer's company and columns for tracking training agendas. The Commissioning authority review this list with the CM/GC and subcontractors. 3.6.12.2 Training Record. For each piece of equipment, the Contractor provides a summary of the systems to be trained/demoed the duration of training and parties to be trained. When the training is complete, the Contractor provides a copy of the Training and Orientation. Pine Avenue Park Page 13 of16 AGR Consulting, LLC 3.6.13 Warranty Period During the warranty period, seasonal testing and other deferred testing 1required is completed according to the Specifications and construction documents. The CxA along with CM/GC would coordinate this activity (if applicable). Tests are executed and deficiencies corrected by the appropriate Subs, witnessed by facilities staff and the CxA. Any final adjustments to the O&M manuals and as-builts due to the testing are made. 3.7 Commissioning Report The CxA will compile, organize and index the following commissioning data. The OPR, BoD, Cx Plan, Prefunctional Tests, Functional Tests, TAB Reports, O&M, Training Manuals. 3. 7.1 Summary Report A final summary report by the CxA will be provided to the Owner, CM or PM. The report shall include an executive summary, list of participants and roles, brief building description, overview of commissioning and testing scope and a general description of testing and VE3rification methods. For each piece of commissioned equipment, the report contain the disposition of the commissioning authority regarding the adequacy of the equipment, documentattion and training meeting the contract documents in the following areas: 1) Equipment meets the equipment specifications, 2) Equipment installation, 3) Functional performance and efficiency, 4) Equipment documentation and design intent, and 5) Operator training. All outstanding non-compliance items shall be specifically listed. Recommendations for improvement to equipment or operations, future actions, commissioning process changes, etc. shall also be listed. Each non-compliance issue shall bE3 referenced to the specific functional test, inspection, trend log, etc. where the deficiency is documented. The functional performance and efficiency section for each piece of equipment shall include a brief description of the verification method used (manual testing, BAS trend logs, data loggers, etc.) and include observations and conclusions from the testing. Appendices shall contain acquired sequence documentation, logs, meeting minutes, progress reports, deficiency lists, site visit reports, findings, unresolved issues, commun1ications, etc. Prefunctional checklists and functional tests (along with blanks for the operators) and monitoring data and analysis will be provided in a separate labeled binder. The commissioning plan, the prefunctional checklists, functional tests and monitoring reports will not be part of the final report, but will be stored in the Commissioning Record in the O&M manuals. Pine Avenue Park Page 14 of 16 AGR Consulting, LLC A preliminary Commissioning Report shall be delivered to the owner after commissioning of the systems is completed. Commissioning Report shall be submitted to the owner within 90 days of date of receipt of Certificate of Occupancy. Prior to building inspection the owner of the facility shall send a letter to the authority having jurisdiction acknowledging that the preliminary commissioning report as prepared by the CxA was received. 3.8 Schedule 3.8.1 General Issues The following sequential priorities are followed: 1. Equipment is not "temporarily" started (for heating or cooling), until pre-start checklist items and all manufacturer's pre-start procedures are completed and moisture, dust and other environmental and building integrity issues have been addressed. 2. Functional testing is not begun until prefunctional and start-up and TAB is completed, for a given system (this does not preclude a phased approach). 3. The controls system and equipment it controls are not functionally tested until all points have been calibrated and pre-functional testing completed. 4. TAB is not performed until the envelope is completely enclosed and ceiling complete, unless the return air is ducted. 5. TAB is not performed until the controls system has been sufficiently functionally tested and approved by the CxA for TAB work. 6. The building would not pass final inspection and get final Certificate of Occupancy until the Authority Having Jurisdictions 'AHJ' or Code Official would receive a letter from the owner acknowledging that they did receive the preliminary Commissioning Report. 7. The building owner would and within 30 days of issuance of the Certificate of Occupancy receive a copy of the Final Commissioning Report. Pine Avenue Park Page 15 ofl6 AGR Consulting, LLC 3.8.2 Project Schedule The initial tentative commissioning schedule is summarized in Table 3.8. The schedule would be updated throughout the project. a e .. m 1a T bl 3 8 I "f I C omm1ss1onmg c e u e S h d I S umma-: Task I Activity Estimated Estimated Start Date End Date Begin Design Phase October 2015 Sept. 2016 Building Department Permits Submittals June 2016 Sept. 2016 Initial seeping meeting and final plan TBD * Submittals obtained and reviewed TBD * Begin construction site visits/inspections TBD * Prefunctional forms developed and distributed TBD * Startup and initial checkout plans TBD * Startup and initial checkout executed TBD* TAB Air TBD * +AB WateF N-f..A Functional performance tests TBD * O&M documentation review and verification TBD* Training and training verification TBD * Preliminary Commissioning Report TBD * Owner Acceptance of Cx Report Letter to AHJ TBD * Building Inspection TBD * Certificate of Occupancy 'C of 0' TBD * Final Commissioning Report TBD * Seasonal testing N/A TBD *: The estimated dates are yet to be determined at the project kickoff meeting and be approved by the owner and Construction Manager Pine Avenue Park Page 16 of/6 AGR Consulting, LLC Appendix G SDG&E Pine Avenue Park Phase I & II PACIFIC j OCEAN ... N~ ~ ONE-LINE CABLE & CONNECTOR DETAIL 0 \ / 3-BRGD /~~X-. P206543 ~X-. <( 3¢ #2/0 PEJ AL 200' 39l #2/0 PEJ AL 180' :5--~ ~ ~ H125028 ~3316 3-4,3-4 \\ \ \ 3¢ #2 PEJ AL 265' 0 \\ \\ 303-964 \\' 300 HBS 0115367 \ NOTES 0 TRENCH ROUTE MAY VARY DUE TO POSSIBLE CONFLICTS WITH OTHER WET UTILITIES. 0 CUSTOMER IS RESPONSIBLE FOR: TRENCH, EXCAVATION AND BACKFILL, CONDUIT (INCLUDING REDUCERS &: ADAPTORS AT HANDHOLES), SUBSTRUCTURES, CONCRETE / SIDEWALK BREAK REPAIR, RETAINING WALLS. 0 MAINTAIN A MINIMUM OF 5' WHEN PARALLELING WET UTILITIES AND 6" WHEN CROSSING 0 MAINTAIN 5' CLEARANCE BETWEEN VEHICULAR TRAFFIC AND PADMOUNTED EQUIPMENT 0 ALL HORIZONTAL BENDS TO BE MADE WITH 25' RADIUS SWEEPS AS PER STD.PG.3374, UNLESS OTHERWISE NOTED. ~ CUSTOMER IS RESPONSIBLE TO PROVIDE ALL RED STUB MARKERS AND THE BURIED BALL MARKERS AT EACH SERVICE STUB LOCATION. ~ IT IS THE CUSTOMER'S RESPONSIBILITY TO PROVIDE TRENCH AND CONDUIT TO THE ENERGIZED SOURCE. EMPTY CONDUIT STUBS ARE INSTALLED FOR THE FUTURE USE OF THE UTILITY. IF THE STUB IS UNUSABLE, THE CUSTOMER MAY CLEAN OR REPAIR THE STUB, '1THERWISE, INSTALL NEW TRENCH AND CONDUIT TO THE SOURCE. ~ DEVELOPER TO PROVIDE LEVEL AREA FOR ALL SUBSTRUCTURES & THEIR WORKING SPACE. IN AREAS WHERE THIS REQUIREMENT CANNOT BE MET, INSTALLATION OF RETAINING WALLS WILL BE NECESSARY. E']IF QUESTIONS ARISE, CONTACT PLANNER. CARLSBAD COMMUNITY CENTER PH l EXIST CP 3314 HANDHOLE H132242 5 (SET 1 0' FROM B/C) 1-DB4" PRI CONDUIT STUB & PLUG 1-DB4" PRI CONDUIT 8' WEST FROM WATER LAT (FUTURE XFMR LOCATION) ~ ~·~ / / EXIST.STA.303-964 300 HBS, D115367 Gaff 2 Working Days Before You Dig! CALL 811 0 w <t_ Of tiEW lRrnCH 6 LOCATE, INTERCEPT & REROUTE 1 (SPARE) OF EXISTING 2-DB4". RFS CABLE AND INSTALL NEW LOCATE, INTERCEPT & REROUTE 1 (SPARE) OF EXISTING 2-DB4". RFS CABLE AND INSTALL NEW EXIST. 1-DB4" PRI CONDUIT. RFS CABLE & ABANDON CONDUIT EXIST. 3316 HANDHOLE H125028 INSTALLED ON W0#2828642 TYPICAL STREET SECTION PINE AVENUE NO SCALE Cop>Yfght 2003 Son Diego Goa & Electric Company. All rfghta reserved. Remowl of thla cop)11ght notice without permlaalon Is not pennlttsd under law. CARLSBAD COMMUNITY CENTER PH1 SCALE 0 30' c....~ ~ m!!! ,~ "Tl~ (lJ~ ~ n c l> m :::u fT1 ;:10 (/) R~ r--; o-oz m ::r::!!o en :::u '.0-c fT1 ., <JOG) oo l> wz.., ~~:t> c 1'1::0(1) 0~1\" ex>, ~:::tfTI n i\)r ~~r;; 0 ~~ tj~~ No 3: o> o- a)iil "'n "' 3: , 0 "' 0 c: 0 z ~ 1\.) ~ z c (J'Jz 0 ~ =I 1-1 (J'Jp 0 -1 ~ z .:... ""-J 0 -< "' -...1 0 !a (J.J .....lr. z n I 0 p m ....... (j) z 0 (j) -1 0 m ~ ;:10 _, -a _.. ;u "' ::J: !i1 < ~ ....... , ~ , PACIFIC OCEAN ONE-LINE CABLE & CONNECTOR DETAIL NOTES (3 TRENCH ROUTE MAY VARY DUE TO POSSIBLE CONFLICTS WITH OTHER WET UTILmEs. B CUSTOMER IS RESPONSIBLE FOR: TRENCH, EXCAVATION AND BACKFILL, CONDUIT (INCLUDING REDUCERS & ADAPTORS AT HANDHOLES), SUBSTRUCTURES, CONCRETE / SIDEWALK BREAK REPAIR, RETAINING WALLS. B MAINTAIN A MINIMUM OF 5' WHEN PARALLELING WET UTILITIES AND 6" WHEN CROSSING S MAINTAIN 5' CLEARANCE BETWEEN VEHICULAR TRAFFIC AND PADMOUNTED EQUIPMENT B ALL HORIZONTAL BENDS TO BE MADE WITH 25' RADIUS SWEEPS AS PER STD.PG.3374, UNLESS OTHERWISE NOTED. S CUSTOMER IS RESPONSIBLE TO PROVIDE ALL RED STUB MARKERS AND THE BURIED BALL MARKERS AT EACH SERVICE STUB LOCATION. S IT IS THE CUSTOMER'S RESPONSIBILITY TO PROVIDE TRENCH AND CONDUIT TO THE ENERGIZED SOURCE. EMPTY CONDUIT STUBS ARE INSTALLED FOR THE FUTURE USE OF THE UTILITY. IF THE STUB IS UNUSABLE, THE CUSTOMER MAY CLEAN OR REPAIR THE STUB, OTHERWISE, INSTALL NEW TRENCH AND CONDUIT TO THE SOURCE. ''CVELOPER TO PROVIDE LEVEL AREA FOR ALL SUBSTRUCTURES & EIR WORKING SPACE. IN AREAS WHERE THIS REQUIREMENT ,ANNOT BE MET, INSTALLAllON OF RETAINING WALLS WILL BE NECESSARY. 0 SERVICE INSTALLED ON SAP #300000115470. E:] IF QUESllONS ARISE, CONTACT PLANNER. CARLSBAD COMMUNITY CENTER PH2 3209 HARDING STREET EX. EX. 1-084" PRI CONDUIT REMOVE 3#2 CABLE 299 KVA EX. 1-D84" PRI CONDUIT INSTALL 3#2 CABLE 300 KVA =99·7% 300 HBS 3425 PAD BY CUSTOMER STA.303-851, 0220052 (SET 5' WEST OF WATER LINE ON TOP OF EXIST 4" PRI STUB) 3314 HANDHOLE H132242 INSTALLED ON W0#2471660 ·;;;-.. •,. Cop)t'lght 2003 San Diego Goa & Electrlo Company. All rights reserved. Removal of this cop)right notice without p~_Joalon Ia not pennltled under law. CARLSBAD COMMUNITY CENTER PH2 / RFS: STA.303-964 300 HBS 0115367 INSTALLED ON W0#2298430 ···\) CA~LE RFS'D ON wor2471660. i i I Call 2 Working Days Before You Dig! CALL 811 SCALE 0 30' n m z -f m ,:2 1---d;o "'G ~:r: ~ N