Beaumont City Council
August 1, 2023

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9.2.2 Conformance to the criteria in the above table for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive.

9.3 Soil and Excavation Characteristics

9.3.1 Based on the soil conditions encountered in our soil borings, the onsite soils can be excavated with moderate effort using conventional earthmoving equipment.

9.3.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable Occupational Safety and Health Administration (OSHA) rules and regulations to maintain safety and maintain the stability of adjacent existing improvements. Temporary excavations are further discussed in a later Section of this report.

9.3.3 The upper soils are moisture-sensitive and moderately collapsible under saturated conditions.

These soils, in their present condition, possess moderate risk to construction in terms of possible post-construction movement of the foundations and floor systems if no mitigation measures are employed. Accordingly, measures are considered necessary to reduce anticipated expansion and collapse potential. As recommended in Section 9.5, the collapsible soils should be overexcavated and recompacted. Mitigation measures will not eliminate post-construction soil movement, but will reduce the soil movement. Success of the mitigation measures will depend on the thoroughness of the contractor in dealing with the soil conditions.

9.3.4 The near surface soils identified as part of our investigation are, generally, slightly moist to moist due to the absorption characteristics of the soil. Earthwork operations may encounter very moist unstable soils which may require removal to a stable bottom. Exposed native soils exposed as part of site grading operations shall not be allowed to dry out and should be kept continuously moist prior to placement of subsequent fill.

9.4 Materials for Fill

9.4.1 Excavated soils generated from cut operations at the site are suitable for use as general Engineered Fill in structural areas, provided they do not contain deleterious matter, organic material, or rock material larger than 3 inches in maximum dimension.

9.4.2 The preferred materials specified for Engineered Fill are suitable for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the construction phase should be the sole responsibility of the Contractor, since they have complete control of the project site.

9.4.3 Import soil shall be well-graded, slightly cohesive silty fine sand or sandy silt, with relatively impervious characteristics when compacted. A clean sand or very sandy soil is not acceptable for this purpose. This material should be approved by the Engineer prior to use and should typically possess the soil characteristics summarized below in Table 9.4.3.

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TABLE 9.4.3

IMPORT FILL REQUIREMENTS
Minimum Percent Passing No. 200 Sieve 20
Maximum Percent Passing No. 200 Sieve 50
Minimum Percent Passing No. 4 Sieve 80
Maximum Particle Size 3"
Maximum Plasticity Index 12
Maximum CBC Expansion Index 20

9.4.4 Environmental characteristics and corrosion potential of import soil materials should also be considered.

9.4.5 Proposed import materials should be sampled, tested, and approved by SALEM prior to its transportation to the site.

9.5 Grading

9.5.1 A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Geotechnical Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section as well as other portions of this report.

9.5.2 A preconstruction conference should be held at the site prior to the beginning of grading operations with the owner, contractor, civil engineer and geotechnical engineer in attendance.

9.5.3 Site preparation should begin with removal of existing surface/subsurface structures, underground utilities (as required), any existing uncertified fill, and debris. Excavations or depressions resulting from site clearing operations, or other existing excavations or depressions, should be restored with Engineered Fill in accordance with the recommendations of this report.

9.5.4 Surface vegetation consisting of grasses and other similar vegetation should be removed by stripping to a sufficient depth to remove organic-rich topsoil. The upper 2 to 4 inches of the soils containing, vegetation, roots and other objectionable organic matter encountered at the time of grading should be stripped and removed from the surface. Deeper stripping may be required in localized areas. In addition, existing concrete and asphalt materials shall be removed from areas of proposed improvements and stockpiled separately from excavated soil material. The stripped vegetation, asphalt and concrete materials will not be suitable for use as Engineered Fill or within 5 feet of building pads or within pavement areas. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas or exported from the site.

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9.5.5 Any undocumented fill materials encountered during grading should be removed and replaced with engineered fill. The actual depth of the overexcavation and recompaction should be determined by our field representative during construction.

9.5.6 Structural building pad areas should be considered as areas extending a minimum of 5 feet horizontally beyond the outside dimensions of building, including footings and non-cantilevered overhangs carrying structural loads.

9.5.7 To minimize post-construction soil movement and provide uniform support for the proposed building, overexcavation and recompaction within the proposed building areas should be performed to a minimum depth of four (4) feet below existing grade or two (2) feet below proposed shallow footing bottom, whichever is deeper. The overexcavation and recompaction should also extend laterally to a minimum of 5 feet beyond the outer edges of the proposed footings.

9.5.8 Within pavement and canopy areas, it is recommended that the overexcavation and recompaction be performed to a minimum depth of one (1) foot below existing grade or proposed grade, whichever is deeper. The overexcavation and recompaction should also extend laterally to a minimum of 2 feet beyond the pavement area.

9.5.9 Prior to placement of fill soils, the upper 10 to 12 inches of native subgrade soils should be scarified, moisture-conditioned to no less than the optimum moisture content and recompacted to a minimum of 95% (90% for fine grained, cohesive soils) of the maximum dry density based on ASTM D1557 Test Method.

9.5.10 All Engineered Fill (including scarified ground surfaces and backfill) should be placed in thin lifts which will allow for adequate bonding and compaction (typically 6 to 8 inches in loose thickness).

9.5.11 Engineered Fill soils should be moisture conditioned to near optimum moisture content and compacted to at least 95% (90% for fine grained, cohesive soils) of the maximum dry density based on ASTM D1557-07 Test Method.

9.5.12 An integral part of satisfactory fill placement is the stability of the placed lift of soil. If placed materials exhibit excessive instability as determined by a SALEM field representative, the lift will be considered unacceptable and shall be remedied prior to placement of additional fill material. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable.

9.5.13 Final pavement subgrade should be finished to a smooth, unyielding surface. We further recommend proof-rolling the subgrade with a loaded water truck (or similar equipment with high contact pressure) to verify the stability of the subgrade prior to placing aggregate base.

9.5.14 The most effective site preparation alternatives will depend on site conditions prior to grading.

We should evaluate site conditions and provide supplemental recommendations immediately prior to grading, if necessary.

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9.5.15 We do not anticipate groundwater or seepage to adversely affect construction if conducted during the drier moths of the year (typically summer and fall). However, groundwater and soil moisture conditions could be significantly different during the wet season (typically winter and spring) as surface soil becomes wet; perched groundwater conditions may develop. Grading during this time period will likely encounter wet materials resulting in possible excavation and fill placement difficulties.

Project site winterization consisting of placement of aggregate base and protecting exposed soils during construction should be performed. If the construction schedule requires grading operations during the wet season, we can provide additional recommendations as conditions warrant.

9.5.16 The wet soils may become non conducive to site grading as the upper soils yield under the weight of the construction equipment. Therefore, mitigation measures should be performed for stabilization.

Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material or placement of slurry, crushed rocks or aggregate base material; or mixing the soil with an approved lime or cement product.

The most common remedial measure of stabilizing the bottom of the excavation due to wet soil condition is to reduce the moisture of the soil to near the optimum moisture content by having the subgrade soils scarified and aerated or mixed with drier soils prior to compacting.

However, the drying process may require an extended period of time and delay the construction operation.

To expedite the stabilizing process, slurry or crushed rock may be utilized for stabilization provided this method is approved by the owner for the cost purpose. If the use of slurry or crushed rock is considered, it is recommended that the upper soft and wet soils be replaced by 6 to 24 inches of 2-sack slurry or ¾-inch to 1-inch crushed rocks. The thickness of the slurry or rock layer depends on the severity of the soil instability.

The recommended 6 to 24 inches of slurry or crushed rock material will provide a stable platform. It is further recommended that lighter compaction equipment be utilized for compacting the crushed rock. A layer of geofabric is recommended to be placed on top of the compacted crushed rock to minimize migration of soil particles into the voids of the crushed rock, resulting in soil movement. Although it is not required, the use of geogrid (e.g. Tensar TX7) below the crushed rock will enhance stability and reduce the required thickness of crushed rock necessary for stabilization.

Our firm should be consulted prior to implementing remedial measures to provide appropriate recommendations.

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9.6 Shallow Foundations

9.6.1 The site is suitable for use of conventional shallow foundations consisting of continuous footings and isolated pad footings bearing in properly compacted Engineered Fill.

9.6.2 The bearing wall footings considered for the structure should be continuous with a minimum width of 18 inches and extend to a minimum depth of 18 inches below the lowest adjacent grade.

Isolated column footings should have a minimum width of 24 inches and extend a minimum depth of 18 inches below the lowest adjacent grade.

9.6.3 The bottom of footing excavations should be maintained free of loose and disturbed soil. Footing concrete should be placed into a neat excavation.

9.6.4 Footings proportioned as recommended above may be designed for the maximum allowable soil bearing pressures shown in the table below.

Loading Condition Allowable Bearing
Dead Load Only 2,000 psf
Dead-Plus-Live Load 2,500 psf
Total Load, Including Wind or Seismic Loads 3,325 psf

9.6.5 For design purposes, total settlement due to static loadings on the order of 1 inch may be assumed for shallow footings. Differential settlement due to static loadings, along a 20-foot exterior wall footing or between adjoining column footings, should be ½ inch, producing an angular distortion of 0.002. Most of the settlement is expected to occur during construction as the loads are applied.

However, additional post-construction settlement may occur if the foundation soils are flooded or saturated. The footing excavations should not be allowed to dry out any time prior to pouring concrete.

9.6.6 Resistance to lateral footing displacement can be computed using an allowable coefficient of friction factor of 0.40 acting between the base of foundations and the supporting native subgrade.

9.6.7 Lateral resistance for footings can alternatively be developed using an equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appropriate vertical native footing faces.

The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. An increase of one-third is permitted when using the alternate load combination that includes wind or earthquake loads.

9.6.8 Minimum reinforcement for continuous footings should consist of four No. 5 steel reinforcing bars; two placed near the top of the footing and two near the bottom. Reinforcement for spread footings should be designed by the project structural engineer.

9.6.9 Underground utilities running parallel to footings should not be constructed in the zone of influence of footings. The zone of influence may be taken to be the area beneath the footing and within a 1:1 plane extending out and down from the bottom edge of the footing.

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9.6.10 The foundation subgrade should be sprinkled as necessary to maintain a moist condition without significant shrinkage cracks as would be expected in any concrete placement. Prior to placing rebar reinforcement, foundation excavations should be evaluated by a representative of SALEM for appropriate support characteristics and moisture content. Moisture conditioning may be required for the materials exposed at footing bottom, particularly if foundation excavations are left open for an extended period.

9.7 Caisson Foundations

9.7.1 It is recommended that the caisson foundation should have a minimum depth of 10 feet below the lowest adjacent grade.

9.7.2 The caissons may be designed using an allowable sidewall friction of 200 psf. This value is for dead-plus-live loads. An allowable end bearing capacity of 4,500 psf may be used provided that the bottom of the caisson is cleaned with the use of a clean-out bucket or equivalent and inspected by our representative prior to placement of reinforcement and concrete. An increase of one-third is permitted when using the alternate load combination that includes wind or earthquake loads.

9.7.3 Uplift loads can be resisted by caissons using an allowable sidewall friction of 150 psf of the surface area and the weight of the caisson.

9.7.4 The total static settlement of the caisson footing is not expected to exceed 1 inch. Differential settlement should be less than ½ inch. Most of the settlement is expected to occur during construction as the loads are applied.

9.7.5 The drilled caissons may be designed for a lateral capacity of 350 pounds per square foot per foot of depth below the lowest adjacent grade to a maximum of 5,250 psf.

9.7.6 These values may be increased by one-third when using the alternative load combinations that include wind or earthquake loads. The lateral loading criteria is based on the assumption that the load application is applied at the ground level, flexible cap connections applied and a minimum embedment depth of 10 feet.

9.7.7 Sandy soils were encountered at the site. Casing of the drilled caisson will be required if seepage is encountered or the drilled hole has to be left open for an extended period of time.

9.8 Concrete Slabs-on-Grade

9.8.1 Slab thickness and reinforcement should be determined by the structural engineer based on the anticipated loading. We recommend that non-structural slabs-on-grade be at least 4 inches thick and underlain by six (6) inches of compacted granular aggregate subbase material compacted to at least 95% relative compaction.

9.8.2 Granular aggregate subbase material shall conform to ASTM D-2940, Latest Edition (Table 1, bases) with at least 95 percent passing a 1½-inch sieve and not more than 8% passing a No. 200 sieve or its approved equivalent to prevent capillary moisture rise.

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9.8.3 The use of processed asphalt in the granular aggregate subbase material (i.e. recycled or miscellaneous base) will have to be approved by the owner. Asphalt is a petroleum hydrocarbon with numerous components, including naphthalene and other semi-volatile constituents that are regulated by California. This material in the subsurface could become a potential vapor intrusion risk (naphthalene is a recent risk-driver that DTSC is actively pursuing).

9.8.4 We recommend reinforcing slabs, at a minimum, with No. 4 reinforcing bars placed 18 inches on center, each way.

9.8.5 Slabs subject to structural loading may be designed utilizing a modulus of subgrade reaction K of 150 pounds per square inch per inch. The K value was approximated based on inter- relationship of soil classification and bearing values (Portland Cement Association, Rocky Mountain Northwest).

9.8.6 The spacing of crack control joints should be designed by the project structural engineer. In order to regulate cracking of the slabs, we recommend that construction joints or control joints be provided at a maximum spacing of 15 feet in each direction for 5-inch thick slabs and 12 feet for 4-inch thick slabs.

9.8.7 Crack control joints should extend a minimum depth of one-fourth the slab thickness and should be constructed using saw-cuts or other methods as soon as practical after concrete placement.

The exterior floors should be poured separately in order to act independently of the walls and foundation system.

9.8.8 It is recommended that the utility trenches within the structure be compacted, as specified in our report, to minimize the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the structures is recommended.

9.8.9 Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To minimize moisture vapor intrusion, it is recommended that a vapor retarder be installed in accordance with manufacturer’s recommendations and/or ASTM guidelines, whichever is more stringent. In addition, ventilation of the structure is recommended to reduce the accumulation of interior moisture.

9.8.10 In areas where it is desired to reduce floor dampness where moisture-sensitive coverings are anticipated, construction should have a suitable waterproof vapor retarder (a minimum of 15 mils thick polyethylene vapor retarder sheeting, Raven Industries “VaporBlock 15, Stego Industries 15 mil “StegoWrap” or W.R. Meadows Sealtight 15 mil “Perminator”) incorporated into the floor slab design. The water vapor retarder should be decay resistant material complying with ASTM E96 not exceeding 0.04 perms, ASTM E154 and ASTM E1745 Class A. The vapor barrier should be placed between the concrete slab and the compacted granular aggregate subbase material. The water vapor retarder (vapor barrier) should be installed in accordance with ASTM Specification E 1643-94.

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9.8.11 The concrete may be placed directly on vapor retarder. The vapor retarder should be inspected prior to concrete placement. Cut or punctured retarder should be repaired using vapor retarder material lapped 6 inches beyond damaged areas and taped.

9.8.12 The recommendations of this report are intended to reduce the potential for cracking of slabs due to soil movement. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade may exhibit some cracking due to soil movement. This is common for project areas that contain expansive soils since designing to eliminate potential soil movement is cost prohibitive. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur.

9.8.13 Proper finishing and curing should be performed in accordance with the latest guidelines provided by the American Concrete Institute, Portland Cement Association, and ASTM.

9.9 Lateral Earth Pressures and Frictional Resistance

9.9.1 Active, at-rest and passive unit lateral earth pressures against footings and walls are summarized in the table below:

Lateral Pressure
Level Backfill and Drained Conditions Equivalent Fluid Pressure, pcf Active Pressure 37
At-Rest Pressure 57
Passive Pressure 350
Related Parameters
Allowable Coefficient of Friction 0.40
In -Place Soil Density (lbs/ft3) 120

9.9.2 Active pressure applies to walls, which are free to rotate. At-rest pressure applies to walls, which are restrained against rotation. The preceding lateral earth pressures assume sufficient drainage behind retaining walls to prevent the build-up of hydrostatic pressure.

9.9.3 The top one-foot of adjacent subgrade should be deleted from the passive pressure computation.

9.9.4 A safety factor consistent with the design conditions should be included when using the values in the above table.

9.9.5 For stability against lateral sliding, which is resisted solely by the passive pressure, we recommend a minimum safety factor of 1.5.

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9.9.6 For stability against lateral sliding, which is resisted by the combined passive and frictional resistance, a minimum safety factor of 2.0 is recommended.

9.9.7 For lateral stability against seismic loading conditions, we recommend a minimum safety factor of 1.1.

9.9.8 For dynamic seismic lateral loading the following equation shall be used:

Dynamic Seismic Lateral Loading Equation
Dynamic Seismic Lateral Load = ⅜γKhH2
Where: γ = In -Place Soil Density
Kh = Horizontal Acceleration = ⅔PGAM
H = Wall Height

9.10 Retaining Walls

9.10.1 Retaining and/or below grade walls should be drained with either perforated pipe encased in free- draining gravel or a prefabricated drainage system. The gravel zone should have a minimum width of 12 inches wide and should extend upward to within 12 inches of the top of the wall. The upper 12 inches of backfill should consist of native soils, concrete, asphaltic-concrete or other suitable backfill to minimize surface drainage into the wall drain system. The gravel should conform to Class II permeable materials graded in accordance with the current CalTrans Standard Specifications.

9.10.2 Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute, are acceptable alternatives in lieu of gravel provided they are installed in accordance with the manufacturer’s recommendations. If a prefabricated drainage system is proposed, our firm should review the system for final acceptance prior to installation.

9.10.3 Drainage pipes should be placed with perforations down and should discharge in a non-erosive manner away from foundations and other improvements. The top of the perforated pipe should be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be placed in the center line of the drainage blanket and should have a minimum diameter of 4 inches.

Slots should be no wider than 1/8-inch in diameter, while perforations should be no more than ¼-inch in diameter.

9.10.4 If retaining walls are less than 5 feet in height, the perforated pipe may be omitted in lieu of weep holes on 4 feet maximum spacing. The weep holes should consist of 2-inch minimum diameter holes (concrete walls) or unmortared head joints (masonry walls) and placed no higher than 18 inches above the lowest adjacent grade. Two 8-inch square overlapping patches of geotextile fabric (conforming to the CalTrans Standard Specifications for "edge drains") should be affixed to the rear wall opening of each weep hole to retard soil piping.

9.10.5 During grading and backfilling operations adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral distance

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equal to the wall height, whichever is greater, to avoid developing excessive lateral pressures.

Within this zone, only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils.

9.11 Temporary Excavations

9.11.1 We anticipate that the majority of the sandy site soils will be classified as Cal-OSHA “Type C” soil when encountered in excavations during site development and construction. Excavation sloping, benching, the use of trench shields, and the placement of trench spoils should conform to the latest applicable Cal-OSHA standards. The contractor should have a Cal-OSHA-approved “competent person” onsite during excavation to evaluate trench conditions and make appropriate recommendations where necessary.

9.11.2 It is the contractor’s responsibility to provide sufficient and safe excavation support as well as protecting nearby utilities, structures, and other improvements which may be damaged by earth movements. All onsite excavations must be conducted in such a manner that potential surcharges from existing structures, construction equipment, and vehicle loads are resisted. The surcharge area may be defined by a 1:1 projection down and away from the bottom of an existing foundation or vehicle load.

9.11.3 Temporary excavations and slope faces should be protected from rainfall and erosion. Surface runoff should be directed away from excavations and slopes.

9.11.4 Open, unbraced excavations in undisturbed soils should be made according to the slopes presented in the following table:

RECOMMENDED EXCAVATION SLOPES
Depth of Excavation (ft) Slope (Horizontal : Vertical)
0-5 1:1
5-10 2:1

9.11.5 If, due to space limitation, excavations near property lines or existing structures are performed in a vertical position, slot cuts, cantilever shoring, braced shorings or shields may be used for supporting vertical excavations. Therefore, in order to comply with the local and state safety regulations, a properly designed and installed shoring system would be required to accomplish planned excavations and installation. A Specialty Shoring Contractor should be responsible for the design and installation of such a shoring system during construction.

9.11.6 Braced shorings should be designed for a maximum pressure distribution of 30H, (where H is the depth of the excavation in feet). The foregoing does not include excess hydrostatic pressure or surcharge loading. Fifty percent of any surcharge load, such as construction equipment weight, should be added to the lateral load given herein. Equipment traffic should concurrently be limited to an area at least 3 feet from the shoring face or edge of the slope.

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9.11.7 The excavation and shoring recommendations provided herein are based on soil characteristics derived from the borings within the area. Variations in soil conditions will likely be encountered during the excavations. SALEM Engineering Group, Inc. should be afforded the opportunity to provide field review to evaluate the actual conditions and account for field condition variations not otherwise anticipated in the preparation of this recommendation. Slope height, slope inclination, or excavation depth should in no case exceed those specified in local, state, or federal safety regulation, (e.g. OSHA) standards for excavations, 29 CFR part 1926, or Assessor’s regulations.

9.12 Underground Utilities

9.12.1 Underground utility trenches should be backfilled with properly compacted material. The material excavated from the trenches should be adequate for use as backfill provided it does not contain deleterious matter, vegetation or rock larger than 3 inches in maximum dimension.

Trench backfill should be placed in loose lifts not exceeding 8 inches and compacted to at least 95% (90% for fine grained, cohesive soils) relative compaction at or above optimum moisture content.

9.12.2 Bedding and pipe zone backfill typically extends from the bottom of the trench excavations to approximately 6 to 12 inches above the crown of the pipe. Pipe bedding and backfill material should conform to the requirements of the governing utility agency.

9.12.3 It is suggested that underground utilities crossing beneath new or existing structures be plugged at entry and exit locations to the buildings or structures to prevent water migration. Trench plugs can consist of on-site clay soils, if available, or sand cement slurry. The trench plugs should extend 2 feet beyond each side of individual perimeter foundations.

9.12.4 The contractor is responsible for removing all water-sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction.

9.13 Surface Drainage

9.13.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled infiltration of irrigation excess and storm runoff into the soils can adversely affect the performance of the planned improvements. Saturation of a soil can cause it to lose internal shear strength and increase its compressibility, resulting in a change to important engineering properties. Proper drainage should be maintained at all times.

9.13.2 The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 5 percent for a minimum distance of 10 feet.

9.13.3 Impervious surfaces within 10 feet of the building foundation shall be sloped a minimum of 2 percent away from the building and drainage gradients maintained to carry all surface water to collection facilities and off site. These grades should be maintained for the life of the project.

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Ponding of water should not be allowed adjacent to the structure. Over-irrigation within landscaped areas adjacent to the structure should not be performed.

9.13.4 Roof drains should be installed with appropriate downspout extensions out-falling on splash blocks so as to direct water a minimum of 5 feet away from the structures or be connected to the storm drain system for the development.

9.14 Pavement Design

9.14.1 Based on site soil conditions and laboratory test results, an R-value of 40 was used for the preliminary flexible asphaltic concrete pavement design. The R-value may be verified during grading of the pavement areas.

9.14.2 The pavement design recommendations provided herein are based on the State of California Department of Transportation (CALTRANS) design manual. The asphaltic concrete (flexible pavement) is based on a 20-year pavement life utilizing 1200 passenger vehicles, 10 single unit trucks, and 2 multi-unit trucks. The following table shows the recommended pavement sections for various traffic indices.

TABLE 9.14.2

ASPHALT CONCRETE PAVEMENT THICKNESSES
Traffic Index Asphaltic
Concrete
Class II
Aggregate Base*
Compacted
Subgrade**

5.0 (Parking and Vehicle Drive Areas) 3.0" 4.0" 12.0"

6.5 (Heavy Truck Areas) 4.0" 6.0" 12.0"
*95% compaction based on ASTM D1557-07 Test Method
**95% (90% for fine grained, cohesive soils) compaction based on ASTM D1557 Test Method

9.14.3 The following recommendations are for light-duty and heavy-duty Portland Cement Concrete pavement sections.

TABLE 9.14.3

PORTLAND CEMENT CONCRETE PAVEMENT THICKNESSES
Traffic Index
Portland
Cement
Concrete*
Class II Aggregate
Base**
Compacted
Subgrade***

5.0 (Light Duty) 5.0" 4.0" 12.0"

6.5 (Heavy Duty) 6.0" 6.0" 12.0"
* Minimum Compressive Strength of 4,000 psi
** 95% compaction based on ASTM D1557-07 Test Method
**95% (90% for fine grained, cohesive soils) compaction based on ASTM D1557 Test Method

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10. PLAN REVIEW, CONSTRUCTION OBSERVATION AND TESTING

10.1 Plan and Specification Review

10.1.1 SALEM should review the project plans and specifications prior to final design submittal to assess whether our recommendations have been properly implemented and evaluate if additional analysis and/or recommendations are required.

10.2 Construction Observation and Testing Services

10.2.1 The recommendations provided in this report are based on the assumption that we will continue as Geotechnical Engineer of Record throughout the construction phase. It is important to maintain continuity of geotechnical interpretation and confirm that field conditions encountered are similar to those anticipated during design. If we are not retained for these services, we cannot assume any responsibility for others interpretation of our recommendations, and therefore the future performance of the project.

10.2.2 SALEM should be present at the site during site preparation to observe site clearing, preparation of exposed surfaces after clearing, and placement, treatment and compaction of fill material.

10.2.3 SALEM's observations should be supplemented with periodic compaction tests to establish substantial conformance with these recommendations. Moisture content of footings and slab subgrade should be tested immediately prior to concrete placement. SALEM should observe foundation excavations prior to placement of reinforcing steel or concrete to assess whether the actual bearing conditions are compatible with the conditions anticipated during the preparation of this report.

11. LIMITATIONS AND CHANGED CONDITIONS
The analyses and recommendations submitted in this report are based upon the data obtained from the test borings drilled at the approximate locations shown on the Site Plan, Figure 2. The report does not reflect variations which may occur between borings. The nature and extent of such variations may not become evident until construction is initiated.

If variations then appear, a re-evaluation of the recommendations of this report will be necessary after performing on-site observations during the excavation period and noting the characteristics of such variations. The findings and recommendations presented in this report are valid as of the present and for the proposed construction. If site conditions change due to natural processes or human intervention on the property or adjacent to the site, or changes occur in the nature or design of the project, or if there is a substantial time lapse between the submission of this report and the start of the work at the site, the conclusions and recommendations contained in our report will not be considered valid unless the changes are reviewed by SALEM and the conclusions of our report are modified or verified in writing.

The validity of the recommendations contained in this report is also dependent upon an adequate testing and observations program during the construction phase. Our firm assumes no responsibility for construction compliance with the design concepts or recommendations unless we have been retained to perform the on-

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site testing and review during construction. SALEM has prepared this report for the exclusive use of the owner and project design consultants.

SALEM does not practice in the field of corrosion engineering. It is recommended that a qualified corrosion engineer be consulted regarding protection of buried steel or ductile iron piping and conduit or, at a minimum, that manufacturer’s recommendations for corrosion protection be closely followed. Further, a corrosion engineer may be needed to incorporate the necessary precautions to avoid premature corrosion of concrete slabs and foundations in direct contact with native soil.

The importation of soil and or aggregate materials to the site should be screened to determine the potential for corrosion to concrete and buried metal piping. The report has been prepared in accordance with generally accepted geotechnical engineering practices in the area. No other warranties, either express or implied, are made as to the professional advice provided under the terms of our agreement and included in this report.

If you have any questions, or if we may be of further assistance, please do not hesitate to contact ou r office at (909) 980-6455.

Respectfully Submitted,
SALEM ENGINEERING GROUP, INC.

Jared Christiansen, EIT
Geotechnical Staff Engineer

Clarence Jiang, GE R. Sammy Salem, MS, PE, GE
Senior Geotechnical Engineer Principal Engineer
RGE 2477 RCE 52762 / RGE 2549

VICINITY MAP

GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Multi-Tenant Development
SWC Eight Street & Highland Springs Avenue
Beaumont, California

SCALE: DATE:

NOT TO SCALE 01/2020
DRAWN BY: APPROVED BY:

JC CJ
PROJECT NO. FIGURE NO.
3-220-0008 1

SITE LOCATION
Source Image: U.S. Geological Survey, Ontario, California, N33400-W11737.5/7.5, 1967 (Photorevised 1981) N

N

SITE PLAN

GEOTECHNICAL ENGINEERING INVESTIGATION
Proposed Multi-Tenant Development
8th Street & Highland Springs Avenue
Beaumont, California

SCALE: DATE:

NOT TO SCALE 01/2020
DRAWN BY: APPROVED BY:

JC CJ
PROJECT NO. FIGURE NO.
3-220-0008 2

LEGEND:

Soil Boring Locations
Percolation Locations

All Locations Approximate
B-1
B-2
N

P-2
P-1
P-1
B-3
B-7
B-4
B-1
B-6
B-10
B-5
B-8
B-9
B-11

Project No. 3-220-0008 A-1

APPENDIX A

FIELD EXPLORATION
Fieldwork for our investigation (drilling) was conducted on January 17, 2020 and included a site visit, subsurface exploration, and soil sampling. Percolation tests were performed on January 18, 2020. The locations of the exploratory borings and percolation tests are shown on the Site Plan, Figure 2. Boring logs for our exploration are presented in figures following the text in this appendix. Borings were located in the field using existing reference points. Therefore, actual boring locations may deviate slightly.

In general, our borings were performed using truck-mounted Mobile B-61 and CME 45 drill rigs equipped with an 8-inch hollow-stem auger and a 4-inch diameter solid flight auger. Sampling in the borings was accomplished using a hydraulic 140-pound hammer with a 30-inch drop. Samples were obtained with a 3- inch outside-diameter (OD), split spoon (California Modified) sampler, and a 2-inch OD, Standard Penetration Test (SPT) sampler. The number of blows required to drive the sampler the last 12 inches (or fraction thereof) of the 18-inch sampling interval were recorded on the boring logs. The blow counts shown on the boring logs should not be interpreted as standard SPT “N” values; corrections have not been applied.

Upon completion, the borings were backfilled with soil cuttings.

Subsurface conditions encountered in the exploratory borings were visually examined, classified and logged in general accordance with the American Society for Testing and Materials (ASTM) Practice for Description and Identification of Soils (Visual-Manual Procedure D2488). This system uses the Unified Soil Classification System (USCS) for soil designations. The logs depict soil and geologic conditions encountered and depths at which samples were obtained. The logs also include our interpretation of the conditions between sampling intervals. Therefore, the logs contain both observed and interpreted data. We determined the lines designating the interface between soil materials on the logs using visual observations, drill rig penetration rates, excavation characteristics and other factors. The transition between materials may be abrupt or gradual. Where applicable, the field logs were revised based on subsequent laboratory testing.

0 5
10 15
20 25
2595
2590
2585
2580
2575
4/6
5/6
5/6
6/6
9/6
9/6
4/6
6/6
7/6
5/6
9/6
15/6
11/6
16/6
23/6
10/6
12/6
16/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above; medium dense;
light brown.

Grades as above; brown; no clay.

Grades as above; trace clay.

Grades as above; dense; slightly
moist; light brown; trace gravel; no
clay.

Grades as above; medium dense;
no gravel.
10 18
13 24
39 28

12.4 8.2
9 12

4.6 7.8
110.2
104.8

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-1
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2599'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-1

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
2

30 35
40 45
50 55
60 2570
2565
2560
2555
2550
2545
2540
12/6
17/6
21/6
11/6
15/6
17/6
11/6
17/6
24/6
17/6
21/6
26/6
ML
SM
Grades as above; dense.

Grades as above; fine grain sand.

Sandy SILT
Hard; moist; brown.

Silty SAND
Dense; moist; fine grained sand.

End of boring at 50 feet BGS.
38 32
41 47

5.4 6.1

10.5 10.9

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-1
Notes:

Figure Number A-1

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
2

0 5
10 15
20 25
2595
2590
2585
2580
2575
3/6
4/6
7/6
4/6
5/6
7/6
3/6
4/6
6/6
6/6
9/6
12/6
14/6
17/6
19/6
11/6
17/6
21/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above.

Grades as above.

Grades as above; medium dense;
with clay.

Grades as above; dense; light
brown; no clay.

Grades as above; no gravel.

End of boring at 26.5 feet BGS.
11 12
10 21
36 38

11.9 10.8

11.6 12.7
5 3.5
114.7
115.5

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-2
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2599'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-2

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
3/6
4/6
4/6
5/6
6/6
7/6
5/6
5/6
7/6
7/6
10/6
11/6
7/6
11/6
16/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above; light brown.

Grades as above; medium dense;
brown.

Grades as above; with clay.

Grades as above; no clay.

End of boring at 21.5 feet BGS.
8 13
12 21
27 13.1

10.8 10.8

10.6 9.6
112.6
106.4

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-3
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2600'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-3

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
2/6
4/6
7/6
9/6
10/6
13/6
8/6
8/6
11/6
11/6
18/6
24/6
10/6
12/6
14/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above; medium dense.

Grades as above; no clay.

Grades as above; dense; light
brown; trace gravel.

Grades as above; no gravel.

End of boring at 21.5 feet BGS.
11 23
19 42
26 10.4
8 8.4

5.7 6.6

97.9 103.6

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-4
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2601'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-4

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
3/6
5/6
7/6
6/6
7/6
10/6
4/6
5/6
6/6
6/6
9/6
12/6
13/6
19/6
28/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above; medium dense.

Grades as above; no clay.

Grades as above; trace clay.

Grades as above; dense; trace
gravel; no clay.

End of boring at 21.5 feet BGS.
12 17
11 21
47 5.7

6.9 8.2

8.1 3.6

99.0 101.9

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-5
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2601'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-5

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
3/6
4/6
8/6
8/6
9/6
10/6
9/6
12/6
16/6
8/6
9/6
12/6
16/6
23/6
31/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above; medium dense.

Grades as above.

Grades as above; with clay.

Grades as above; very dense; with
gravel; no clay.

End of boring at 21.5 feet BGS.
12 19
28 21
54 5.9

6.1 8

13.1 3.5
100.6

93.7

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-6
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2602'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-6

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
3/6
5/6
8/6
7/6
7/6
8/6
7/6
7/6
9/6
5/6
8/6
10/6
6/6
7/6
8/6
12/6
14/6
23/6
SM
SP-SM
Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above.

Grades as above; medium dense;
no clay.

Grades as above; with clay.

Grades as above; no clay.

Poorly graded SAND with Silt
Dense; slightly moist; light brown;
fine to medium grain sand.

End of boring at 26.5 feet BGS.
13 15
16 18
15 37

5.5 6.5

7.6 14.4

8.1 3.3

94.1 100.2

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-7
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2603'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-7

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
4/6
7/6
12/6
13/6
16/6
17/6
7/6
9/6
10/6
SM Silty SAND
Medium dense; moist; brown; fine
to medium grain sand; trace clay.

Grades as above.

Grades as above; less clay.

End of boring at 11.5 feet BGS.
19 33
19 7.5

8.7 7.1
104.4
111.7

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-8
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2600'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-8

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
2/6
5/6
8/6
10/6
11/6
13/6
8/6
10/6
12/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above; medium dense.

Grades as above; less clay.

End of boring at 11.5 feet BGS.
13 24
22 6

4.7 7.3
92 103.8

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-9
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2601'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-9

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
4/6
6/6
6/6
6/6
6/6
8/6
6/6
8/6
10/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above.

Grades as above; medium dense;
no clay.

End of boring at 11.5 feet BGS.
12 14
18 8.5

9.3 10.7
100.5
103.2

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-10
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2603'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-10

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

0 5
10 15
20 25
2600
2595
2590
2585
2580
2575
4/6
5/6
9/6
7/6
7/6
7/6
5/6
6/6
7/6
SM Silty SAND
Loose; moist; brown; fine to
medium grain sand; trace clay.

Grades as above.

Grades as above; medium dense;
less clay.

End of boring at 11.5 feet BGS.
14 14
13 5.7

5.6 6.9

91.5 106.6

Project Number:3-220-0008
Date:01/17/2020
Test Boring:B-11
Project:Proposed Multi-Tenant Development Client:Evergreen Devco, Inc.

Location:8th Street and Highland Springs Avenue, Beaumont, California Drilled By:SALEM
Drill Type:CME 45C Logged By:SK
Auger Type:4 in. Solid Flight Auger Elevation:2601'
Hammer Type:Automatic Trip - 140 lb/30 in Depth to Groundwater:N/A Notes:

Figure Number A-11

ELEVATION/
DEPTH
(feet)

SOIL SYMBOLS

SAMPLER SYMBOLS

AND FIELD TEST DATA
USCS Soil Description N-Values
blows/ft.

Moisture
Content %
Dry
Density,
PCF
Remarks
1

Symbol Description
Strata symbols
Silty sand
Silt
Poorly graded sand
with silt
Misc. Symbols
Boring continues
Soil Samplers
California sampler
Standard penetration test

KEY TO SYMBOLS

Project:Job No.:

Eight Street & Highland Spring Avenue Date Drilled:

Silty SAND (SM)Hole Radius:4 in.

Pipe Dia.:3 in.

Test Hole No.:P-1 Presoaking Date:Total Depth of Hole:120 in.

Tested by:SK Test Date:

Drilled Hole Depth:10 ft.Pipe Stick up:0 ft.

Time Start
Time
Finish
Depth of
Test Hole
(ft)#
Refill-
Yes or
No
Elapsed
Time
(hrs:min)
Initial
Water
Level# (ft)
Final
Water
Level# (ft)
Δ Water
Level (in.)Δ Min.

Meas.

Perc Rate
(min/in)
Initial
Height of
Water (in)
Final
Height of
Water (in)
Average
Height of
Water (in)
Infiltration
Rate, It (in/hr)
9:30 10:00 10.0 Y 0:30 7.24 7.62 4.56 30 6.6 33.1 28.6 30.8 0.56 10:00 10:30 10.0 N 0:30 7.62 7.95 3.96 30 7.6 28.6 24.6 26.6 0.55 10:30 11:00 10.0 N 0:30 7.95 8.20 3.00 30 10.0 24.6 21.6 23.1 0.48 11:00 11:30 10.0 N 0:30 8.20 8.39 2.28 30 13.2 21.6 19.3 20.5 0.41 11:30 12:00 10.0 N 0:30 8.39 8.56 2.04 30 14.7 19.3 17.3 18.3 0.40 12:00 12:30 10.0 N 0:30 8.56 8.71 1.80 30 16.7 17.3 15.5 16.4 0.39 12:30 13:00 10.0 N 0:30 8.71 8.84 1.56 30 19.2 15.5 13.9 14.7 0.37 13:02 13:32 10.0 Y 0:30 7.30 7.55 3.00 30 10.0 32.4 29.4 30.9 0.36 13:32 14:02 10.0 N 0:30 7.55 7.77 2.64 30 11.4 29.4 26.8 28.1 0.35 14:02 14:32 10.0 N 0:30 7.77 7.97 2.40 30 12.5 26.8 24.4 25.6 0.35 14:32 15:02 10.0 N 0:30 7.97 8.16 2.28 30 13.2 24.4 22.1 23.2 0.36 15:02 15:32 10.0 N 0:30 8.16 8.33 2.04 30 14.7 22.1 20.0 21.1 0.35 Recommended for Design:Infiltration Rate 0.35
Beaumont, California Soil Classification:
3-220-0008Proposed Multi-Tenant Development
Percolation Test Worksheet
1/17/2020
1/17/2020
1/18/2020

Project:Job No.:3-220-0008
Eight Street & Highland Spring Avenue Date Drilled:

Soil Classification:Clayey SAND (SC)Hole Radius:4 in.

Pipe Dia.:3 in.

Test Hole No.:P-2 Presoaking Date:Total Depth of Hole:60 in.

Tested by:SK Test Date:

Drilled Hole Depth:5 ft.Pipe Stick up:0 ft.

Time Start
Time
Finish
Depth of
Test Hole
(ft)#
Refill-
Yes or
No
Elapsed
Time
(hrs:min)
Initial
Water
Level# (ft)
Final
Water
Level# (ft)
Δ Water
Level (in.)Δ Min.

Meas.

Perc Rate
(min/in)
Initial
Height of
Water (in)
Final
Height of
Water (in)
Average
Height of
Water (in)
Infiltration
Rate, It (in/hr)
8:50 9:20 5.0 Y 0:30 2.73 2.78 0.60 30 50.0 27.2 26.6 26.9 0.08 9:20 9:50 5.0 N 0:30 2.78 2.81 0.36 30 83.3 26.6 26.3 26.5 0.05 9:50 10:20 5.0 N 0:30 2.81 2.83 0.24 30 125.0 26.3 26.0 26.2 0.03 10:20 10:50 5.0 N 0:30 2.83 2.85 0.24 30 125.0 26.0 25.8 25.9 0.03 10:50 11:20 5.0 N 0:30 2.85 2.86 0.12 30 250.0 25.8 25.7 25.7 0.02 11:20 11:50 5.0 N 0:30 2.86 2.87 0.12 30 250.0 25.7 25.6 25.6 0.02 11:50 12:20 5.0 N 0:30 2.87 2.88 0.12 30 250.0 25.6 25.4 25.5 0.02 12:20 12:50 5.0 N 0:30 2.88 2.89 0.12 30 250.0 25.4 25.3 25.4 0.02 12:50 13:20 5.0 N 0:30 2.89 2.90 0.12 30 250.0 25.3 25.2 25.3 0.02 13:20 13:50 5.0 N 0:30 2.90 2.91 0.12 30 250.0 25.2 25.1 25.1 0.02 13:50 14:20 5.0 N 0:30 2.91 2.92 0.12 30 250.0 25.1 25.0 25.0 0.02 14:20 14:50 5.0 N 0:30 2.92 2.93 0.12 30 250.0 25.0 24.8 24.9 0.02 Recommended for Design:Infiltration Rate 0.02
Percolation Test Worksheet
1/17/2020
1/17/2020
1/18/2020
Proposed Multi-Tenant Development
Beaumont, California

Project No. 3-220-0008 B-1

APPENDIX B

LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM), Caltrans, or other suggested procedures. Selected samples were tested for in-situ dry density and moisture content, corrosivity, consolidation, shear strength, maximum density and optimum moisture content, expansion index, and grain size distribution. The results of the laboratory tests are summarized in the following figures.

CONSOLIDATION - PRESSURE TEST DATA
ASTM D2435
0 2
4 6
8 10

0.1 1.0 10.0 100.0
VO
L
U
M
E

C
H
A
N
G
E

I
N

P
E
R
C
E
N
T

LOAD IN KIPS PER SQUARE FOOT
SOAKED

CONSOLIDATION

REBOUND

0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0
Boring: B-1 @ 5'
20 30 40 50 60 80
Moisture Content:

Dry Density:

8.2%
pcf104.8
Project Name: Proposed Multi-Tenant Development -Beaumont, CA Project Number: 3-220-0008

COLLAPSE

CONSOLIDATION - PRESSURE TEST DATA
ASTM D2435
0 2
4 6
8 10
12 14

0.1 1.0 10.0 100.0
VO
L
U
M
E

C
H
A
N
G
E

I
N

P
E
R
C
E
N
T

LOAD IN KIPS PER SQUARE FOOT
SOAKED

CONSOLIDATION

REBOUND

0.2 0.3 0.4 0.5 0.6 0.8 2.0 3.0 4.0 5.0 6.0 8.0
Boring: B-4 @ 2'
20 30 40 50 60 80
Moisture Content:

Dry Density:

10.4%
pcf97.9
Project Name: Proposed Multi-Tenant Development -Beaumont, CA Project Number: 3-220-0008

COLLAPSE

Project Name:Commercial- Beaumont, CA
Project Number:

Client:

Sample Location:

Sample Type:

Soil Classification:

Tested By:

Reviewed By:

Date:

Equipment Used:

Sample 1 Sample 2 Sample 3
Normal Stress (ksf)1.000 2.000 3.000
Shear Rate (in/min)
Peak Shear Stress (ksf)0.840 1.524 2.097
Residual Shear Stress (ksf)0.000 0.000 0.000
Initial Height of Sample (in)1.000 1.000 1.000
Height of Sample before Shear (in.)1 1 1
Diameter of Sample (in)2.416 2.416 2.416
Initial Moisture Content (%)
Final Moisture Content (%)15.3 14.7 14.3
Dry Density (pcf)110.9 114.1 113.5
Slope 0.63
Friction Angle 32.1
Cohesion (psf)230.16
--
--
Direct Shear Test (ASTM D3080)
3-220-0008

0.00 B-1 @ 2'
Undisturbed Ring
SM/ML
M. Noorzay
CJ
1/22/2020

11.9 Peak Shear Strength Values
Geomatic Direct Shear Machine

0.004

0.000

0.500

1.000

1.500

2.000

2.500

3.000
0 1 2 3 4
Sh
e
a
r

S
t
r
e
s
s

(
k
s
f
)
Normal Stress (ksf)
Normal Stress vs. Shear Stress

32.1 °
0 500
1000
1500
2000
2500
0 0.05 0.1 0.15 0.2 0.25 0.3
Sh
e
a
r

S
t
r
e
s
s

p
s
i
)
Horizontal Displacement (in.)
Horizontal Displacement vs. Shear Stress
1 ksf 2 ksf 3 ksf

Project Name:Commercial- Beaumont, CA
Project Number:

Client:

Sample Location:

Sample Type:

Soil Classification:

Tested By:

Reviewed By:

Date:

Equipment Used:

Sample 1 Sample 2 Sample 3
Normal Stress (ksf)1.000 2.000 3.000
Shear Rate (in/min)
Peak Shear Stress (ksf)0.800 1.450 2.072
Residual Shear Stress (ksf)0.000 0.000 0.000
Initial Height of Sample (in)1.000 1.000 1.000
Height of Sample before Shear (in.)1 1 1
Diameter of Sample (in)2.416 2.416 2.416
Initial Moisture Content (%)
Final Moisture Content (%)18.7 18.5 18.4
Dry Density (pcf)101.8 102.4 108.5
Slope 0.64
Friction Angle 32.5
Cohesion (psf)168.242133
--
--
Direct Shear Test (ASTM D3080)
3-220-0008

0.00 B-4 @ 5'
Undisturbed Ring
SM/ML
M. Noorzay
CJ
1/23/2020

7.7 Peak Shear Strength Values
Geomatic Direct Shear Machine

0.004

0.000

0.500

1.000

1.500

2.000

2.500

3.000
0 1 2 3 4
Sh
e
a
r

S
t
r
e
s
s

(
k
s
f
)
Normal Stress (ksf)
Normal Stress vs. Shear Stress

32.5 °
0 500
1000
1500
2000
2500
0 0.05 0.1 0.15 0.2 0.25 0.3
Sh
e
a
r

S
t
r
e
s
s

p
s
i
)
Horizontal Displacement (in.)
Horizontal Displacement vs. Shear Stress
1 ksf 2 ksf 3 ksf

Project Name:Commercial- Beaumont, CA
Project Number:

Client:

Sample Location:

Sample Type:

Soil Classification:

Tested By:

Reviewed By:

Date:

Equipment Used:

Sample 1 Sample 2 Sample 3
Normal Stress (ksf)1.000 2.000 3.000
Shear Rate (in/min)
Peak Shear Stress (ksf)0.710 1.541 2.015
Residual Shear Stress (ksf)0.000 0.000 0.000
Initial Height of Sample (in)1.000 1.000 1.000
Height of Sample before Shear (in.)1 1 1
Diameter of Sample (in)2.416 2.416 2.416
Initial Moisture Content (%)
Final Moisture Content (%)18.0 16.1 15.6
Dry Density (pcf)94.9 96.7 95.6
Slope 0.65
Friction Angle 33.1
Cohesion (psf)117.1252
--
--
Direct Shear Test (ASTM D3080)
3-220-0008

0.00 B-6 @ 5'
Undisturbed Ring
SM/ML
M. Noorzay
CJ
1/24/2020

5.9 Peak Shear Strength Values
Geomatic Direct Shear Machine

0.004

0.000

0.500

1.000

1.500

2.000

2.500

3.000
0 1 2 3 4
Sh
e
a
r

S
t
r
e
s
s

(
k
s
f
)
Normal Stress (ksf)
Normal Stress vs. Shear Stress

33.1 °
0 500
1000
1500
2000
2500
0 0.05 0.1 0.15 0.2 0.25 0.3
Sh
e
a
r

S
t
r
e
s
s

p
s
i
)
Horizontal Displacement (in.)
Horizontal Displacement vs. Shear Stress
1 ksf 2 ksf 3 ksf

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 2'
#100 56.5%USCS CLASSIFICATION
#200 43.9%0
#16 85.9%
#30 78.6%
#50 68.8%
#8 91.2%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 97.3%Coefficients
#4 94.8%
5%51%44%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 5'
#100 51.5%USCS CLASSIFICATION
#200 37.3%0
#16 86.6%
#30 77.7%
#50 66.8%
#8 93.9%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 99.4%
1%62%37%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 10'
#100 48.7%USCS CLASSIFICATION
#200 33.4%0
#16 91.7%
#30 82.9%
#50 67.3%
#8 95.8%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 98.2%
2%65%33%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 20'
#100 25.5%USCS CLASSIFICATION
#200 16.4%0
#16 86.2%
#30 70.6%
#50 44.7%
#8 93.5%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 98.0%
2%82%16%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 25'
#100 46.4%USCS CLASSIFICATION
#200 30.1%0
#16 96.3%
#30 88.5%
#50 70.2%
#8 98.6%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 99.7%
0%70%30%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 35'
#100 60.1%USCS CLASSIFICATION
#200 34.9%0
#16 96.4%
#30 91.5%
#50 79.8%
#8 98.3%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 99.1%
1%64%35%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 40'
#100 78.0%USCS CLASSIFICATION
#200 53.2%0
#16 100.0%
#30 99.5%
#50 94.9%
#8 100.0%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 100.0%
0%47%53%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-1 @ 45'
#100 64.0%USCS CLASSIFICATION
#200 44.4%0
#16 95.3%
#30 90.2%
#50 80.6%
#8 97.9%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 98.9%
1%54%44%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-7 @ 10'
#100 48.5%USCS CLASSIFICATION
#200 33.7%0
#16 90.4%
#30 81.6%
#50 66.3%
#8 94.1%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 98.2%Coefficients
#4 96.0%
4%62%34%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

PL=LL=PI=
D85=D60=D50=
D30=D15=D10=
Cu=N/A Cc=N/A
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Boring: B-7 @ 20'
#100 32.9%USCS CLASSIFICATION
#200 18.2%0
#16 94.9%
#30 83.6%
#50 59.6%
#8 98.6%
Sieve Size Percent Passing Atterberg Limits
3/4 inch 100.0%
1/2 inch 100.0%
3/8 inch 100.0%Coefficients
#4 99.9%
0%82%18%

PARTICLE SIZE DISTRIBUTION DIAGRAM
GRADATION TEST - ASTM C136
Percent Gravel Percent Sand Percent Silt/Clay
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%

0.0010.010.1110100
Pe
r
c
e
n
t

P
a
s
s
i
n
g
Grain Size (mm)

EXPANSION INDEX TEST
ASTM D4829
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Date Sampled: 1/17/2020 Date Tested: 1/24/2020
Sampled By: SK Tested By: MN
Sample Location: B-1 @ 0'-3'
123
Weight of Soil & Mold, g. 767.1
Weight of Mold, g. 368.5
Weight of Soil, g. 398.6
Wet Density, pcf 120.2
Weight of Moisture Sample (Wet), g. 800.0
Weight of Moisture Sample (Dry), g. 730.6
Moisture Content, % 9.5
Dry Density, pcf 109.8
Specific Gravity of Soil 2.7
Degree of Saturation, % 48.0
Time Inital 30 min 1 hr 6 hrs 12 hrs 24 hrs
Dial Reading 0 0.002 0.002 0.003 -- 0.003
Expansion Index measured =3 Exp. Index Potential Exp.

Expansion Index 50 = 2.2 0 - 20 Very Low
21 - 50 Low
51 - 90 Medium
Expansion Index = 2 91 - 130 High
>130 Very High
Trial #
Expansion Potential Table
Soil Description: Reddish brown Silty SAND (SM)

Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Date Sampled: 1/17/2020 Date Tested: 1/22/2020
Sampled By: SK Tested By: MN
Soil Description: Reddish brown Silty SAND (SM)
110 mg/kg 57 mg/kg
120 mg/kg 58 mg/kg
110 mg/kg 58 mg/kg
113 mg/kg 58 mg/kg

7.7 7.7Average:
1b.
1c.

B-1 @ 0'-3'
B-1 @ 0'-3'
Sample
Number
Sample
Location
Soluble Sulfate
SO4-S
Soluble Chloride
Cl pH

7.7 7.7
B-1 @ 0'-3'
SO4 - Modified CTM 417 & Cl - Modified CTM 417/422

CHEMICAL ANALYSIS
1a.

Laboratory Compaction Curve
ASTM D1557
Project Name: Proposed Multi-Tenant Development - Beaumont, CA Project Number: 3-220-0008
Date Sampled: 1/17/2020 Date Tested: 1/22/2020
Sampled By: SK Tested By: MN
Test Method: Method A
1234
Weight of Moist Specimen & Mold, (g) 4263.7 4349.2 4340.0 4274.8 Weight of Compaction Mold, (g) 2258.4 2258.4 2258.4 2258.4 Weight of Moist Specimen, (g) 2005.3 2090.8 2081.6 2016.4 Volume of Mold, (ft3)0.0333 0.0333 0.0333 0.0333
Wet Density, (pcf) 132.6 138.3 137.7 133.4
Weight of Wet (Moisture) Sample, (g) 100.0 100.0 100.0 100.0 Weight of Dry (Moisture) Sample, (g) 93.6 91.6 89.2 86.5 Moisture Content, (%) 6.8% 9.2% 12.1% 15.6%
Dry Density, (pcf) 124.1 126.7 122.8 115.4
Sample Location: B-1 @ 0'-3'
Soil Description: Reddish brown Silty SAND (SM)
95 100
105
110
115
120
125
130
135
140
145
0% 5% 10% 15% 20% 25%
Dr
y

D
e
n
s
i
t
y
,

p
c
f
Moisture Content, % of Dry Weight
Maximum Dry Density: pcf
Optimum Moisture Content: %
127.0

9.0

Project Name: Multi-Tenant Development - Beaumont, CA
Project Number: 3-220-0008
Sample Date: 01/17/2020 Date Tested: 1/27/2020
Sampled By: SK Tested By: CM
Sample Location: B-1
Soil Classification: Silty SAND
1 2 3
510 288 123.6

9.2 9.7 10.2
120.9 120.0 119.4
13 9 4

5.5 6.0 6.8

0.1 0.1 0.0
46 40 32
Dry Density, pcf
Expansion Pressure, psf
Thickness by Stabilometer, in.

ASTM D2844, CTM 301
Controlling R-Value 40
Resistance R-Value
and Expansion Pressure of Compacted Soils
Thickness by Expansion Pressure, in
R-Value by Stabilometer
R-Value by Expansion Pressure N/A
R-Value at 300 psi Exudation Pressure 40
Specimen
Exudation Pressure, psi
Moisture at Test, %
0 10
20 30
40 50
60 70
80 90
100
100200300400500600700800
R-
Va
l
u
e
Exudation Pressure, psi

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0

10.0 11.0

12.0 13.0

14.0 15.0

16.0 17.0

18.0 19.0

20.0 21.0

22.0 23.0

24.0 0.0 6.0 12.0 18.0 24.0
Co
v
e
r

T
h
i
c
k
n
e
s
s

b
y

S
t
a
b
i
l
o
m
e
t
e
r
,

i
n
.

Cover Thickness by Expansion Pressure, in.

Project No. 3-220-0008 C-1

APPENDIX C

GENERAL EARTHWORK AND PAVEMENT SPECIFICATIONS
When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence.

1.0 SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including, but not limited to, the furnishing of all labor, tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans and disposal of excess materials.

2.0 PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of SALEM Engineering Group, Incorporated, hereinafter referred to as the Soils Engineer and/or Testing Agency. Attainment of design grades, when achieved, shall be certified by the project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Soils Engineer, Civil Engineer, or project Architect.

No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork.

The Contractor shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers.

3.0 TECHNICAL REQUIREMENTS: All compacted materials shall be densified to no less that 95 percent of relative compaction (90 percent for fine grained soils) based on ASTM D1557 Test Method (latest edition), UBC or CAL-216, or as specified in the technical portion of the Soil Engineer's report. The location and frequency of field density tests shall be determined by the Soils Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged by the Soils Engineer.

4.0 SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the Geotechnical Engineering Report. The Contractor shall make his own interpretation of the data contained in the Geotechnical Engineering Report and the Contractor shall not be relieved of liability for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work.

Project No. 3-220-0008 C-2

5.0 DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including court costs of codefendants, for all claims related to dust or wind-blown materials attributable to his work. Site preparation shall consist of site clearing and grubbing and preparation of foundation materials for receiving fill.

6.0 CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the Soils Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site.

Tree root systems in proposed improvement areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots greater than 1 inch in diameter. Tree roots removed in parking areas may be limited to the upper 1½ feet of the ground surface. Backfill of tree root excavations is not permitted until all exposed surfaces have been inspected and the Soils Engineer is present for the proper control of backfill placement and compaction. Burning in areas which are to receive fill materials shall not be permitted.

7.0 SUBGRADE PREPARATION: Surfaces to receive Engineered Fill and/or building or slab loads shall be prepared as outlined above, scarified to a minimum of 12 inches, moisture-conditioned as necessary, and recompacted to 95 percent relative compaction (90 percent for fine grained soils).

Loose soil areas and/or areas of disturbed soil shall be moisture-conditioned as necessary and recompacted to 95 percent relative compaction (90 percent for fine grained soils). All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill materials shall be approved by the Soils Engineer prior to the placement of any fill material.

8.0 EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements.

9.0 FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence or approval of the Soils Engineer. Material from the required site excavation may be utilized for construction site fills, provided prior approval is given by the Soils Engineer. All materials utilized for constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils Engineer.

10.0 PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. Compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill shall be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance.

Project No. 3-220-0008 C-3

11.0 SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed fill is as specified.

12.0 DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which surfacing, base, or subbase is to be placed.

The term “Standard Specifications”: hereinafter referred to, is the most recent edition of the Standard Specifications of the State of California, Department of Transportation. The term "relative compaction" refers to the field density expressed as a percentage of the maximum laboratory density as determined by ASTM D1557 Test Method (latest edition) or California Test Method 216 (CAL-216), as applicable.

13.0 PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans.

The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum relative compaction of 95 percent (90 percent for find grained soils) based upon ASTM D1557. The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of additional pavement courses.

14.0 AGGREGATE BASE - The aggregate base material shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for Class II material, ¾-inch or 1½-inches maximum size. The aggregate base material shall be compacted to a minimum relative compaction of 95 percent based upon CAL-216. The aggregate base material shall be spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and approved by the Soils Engineer prior to the placement of successive layers.

15.0 AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications for Class II Subbase material. The aggregate subbase material shall be compacted to a minimum relative compaction of 95 percent based upon CAL-216, and it shall be spread and compacted in accordance with the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Engineer prior to the placement of successive layers.

16.0 ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans.

The viscosity grade of the asphalt shall be PG 64-10, unless otherwise stipulated or local conditions warrant more stringent grade. The mineral aggregate shall be Type A or B, ½ inch maximum size, medium grading, and shall conform to the requirements set forth in Section 39 of the Standard Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to the applicable chapters of Section 39, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a combination steel-wheel and pneumatic rollers,

Project No. 3-220-0008 C-4
as described in the Standard Specifications. The surface course shall be placed with an approved self- propelled mechanical spreading and finishing machine.

31 Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use

NOT APPLICABLE
119

32 Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis

NOT APPLICABLE
120

33 Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation 121

Date
D85=0.85 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
DMA 1 36682 Mixed Surface Types 0.7 0.49 18117
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
36682 18117 0.85 1283.3 1284
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP BMP Identification
BMP NAME / ID BMP 1 - SOUTH
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Designed by SH Case No PW2021-
Company Project Number/Name 8th and Highland - Dutch Bros Coffee Inc.

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Kimley Horn 6/4/2021

BMP ID
BMP1-SOUTH
Company Name: KIMLEY-HORN Date: 6/4/2021
Designed by: County/City Case No.:

Enter the area tributary to this feature AT=0.84 acres
Enter VBMP determined from Section 2.1 of this Handbook VBMP=1,284 ft 3 Depth of Soil Filter Media Layer dS =2.5 ft
Top Width of Bioretention Facility, excluding curb wT =20.0 ft Total Effective Depth, dE
dE =1.62 ft
dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE =1.65 ft
AM =796 ft2
A= 833 ft
2 Minimum Required Length of Bioretention Facility, L L =39.8 ft z = 4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum) 0 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

Legend:Bioretention Facility - Design Procedure
SH
Design Volume
Calculated Cells
Bioretention Facility Surface Area
Side Slopes in Bioretention Facility
Required Entries
Minimum Surface Area, Am
dE = (0.3) x dS + (0.4) x 1 - (0.7/wT) + 0.5
Type of Bioretention Facility Design
VBMP (ft3)AM (ft2) =
Proposed Surface Area
dE (ft)
Bioretention Facility Properties
Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 Page 331 of 611

34 Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern 124

2-YEAR, 24-HOUR

HYDROMODIFICATION

Project: 8th & Highland Simulation Run: 24H 2Y
Reservoir: DETENTION
Start of Run: 01Jan2021, 00:00 Basin Model: DMA 1
End of Run: 02Jan2021, 00:00 Meteorologic Model: 24H 2Y Compute Time:18Aug2021, 14:08:42 Control Specifications:24H Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 00:00 0.0 0.0 0.2 0.0
01Jan2021 00:05 0.0 0.0 0.2 0.0
01Jan2021 00:10 0.0 0.0 0.2 0.0
01Jan2021 00:15 0.0 0.0 0.2 0.0
01Jan2021 00:20 0.0 0.0 0.2 0.0
01Jan2021 00:25 0.0 0.0 0.2 0.0
01Jan2021 00:30 0.0 0.0 0.2 0.0
01Jan2021 00:35 0.0 0.0 0.2 0.0
01Jan2021 00:40 0.0 0.0 0.2 0.0
01Jan2021 00:45 0.0 0.0 0.2 0.0
01Jan2021 00:50 0.0 0.0 0.2 0.0
01Jan2021 00:55 0.0 0.0 0.2 0.0
01Jan2021 01:00 0.0 0.0 0.2 0.0
01Jan2021 01:05 0.0 0.0 0.2 0.0
01Jan2021 01:10 0.0 0.0 0.2 0.0
01Jan2021 01:15 0.0 0.0 0.2 0.0
01Jan2021 01:20 0.0 0.0 0.2 0.0
01Jan2021 01:25 0.0 0.0 0.2 0.0
01Jan2021 01:30 0.0 0.0 0.2 0.0
01Jan2021 01:35 0.0 0.0 0.2 0.0
01Jan2021 01:40 0.0 0.0 0.2 0.0
01Jan2021 01:45 0.0 0.0 0.2 0.0
01Jan2021 01:50 0.0 0.0 0.2 0.0
01Jan2021 01:55 0.0 0.0 0.2 0.0
01Jan2021 02:00 0.0 0.0 0.2 0.0
01Jan2021 02:05 0.0 0.0 0.2 0.0

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 02:10 0.0 0.0 0.2 0.0
01Jan2021 02:15 0.0 0.0 0.2 0.0
01Jan2021 02:20 0.0 0.0 0.2 0.0
01Jan2021 02:25 0.0 0.0 0.2 0.0
01Jan2021 02:30 0.0 0.0 0.2 0.0
01Jan2021 02:35 0.0 0.0 0.2 0.0
01Jan2021 02:40 0.0 0.0 0.2 0.0
01Jan2021 02:45 0.0 0.0 0.2 0.0
01Jan2021 02:50 0.0 0.0 0.2 0.0
01Jan2021 02:55 0.0 0.0 0.2 0.0
01Jan2021 03:00 0.0 0.0 0.2 0.0
01Jan2021 03:05 0.0 0.0 0.2 0.0
01Jan2021 03:10 0.0 0.0 0.2 0.0
01Jan2021 03:15 0.0 0.0 0.2 0.0
01Jan2021 03:20 0.0 0.0 0.2 0.0
01Jan2021 03:25 0.0 0.0 0.2 0.0
01Jan2021 03:30 0.0 0.0 0.2 0.0
01Jan2021 03:35 0.0 0.0 0.2 0.0
01Jan2021 03:40 0.0 0.0 0.2 0.0
01Jan2021 03:45 0.0 0.0 0.2 0.0
01Jan2021 03:50 0.0 0.0 0.2 0.0
01Jan2021 03:55 0.0 0.0 0.2 0.0
01Jan2021 04:00 0.0 0.0 0.2 0.0
01Jan2021 04:05 0.0 0.0 0.2 0.0
01Jan2021 04:10 0.0 0.0 0.2 0.0
01Jan2021 04:15 0.0 0.0 0.2 0.0
01Jan2021 04:20 0.0 0.0 0.2 0.0
01Jan2021 04:25 0.0 0.0 0.2 0.0
01Jan2021 04:30 0.0 0.0 0.2 0.0
01Jan2021 04:35 0.0 0.0 0.2 0.0
01Jan2021 04:40 0.0 0.0 0.2 0.0

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 04:45 0.0 0.0 0.2 0.0
01Jan2021 04:50 0.0 0.0 0.2 0.0
01Jan2021 04:55 0.0 0.0 0.2 0.0
01Jan2021 05:00 0.0 0.0 0.2 0.0
01Jan2021 05:05 0.0 0.0 0.2 0.0
01Jan2021 05:10 0.0 0.0 0.2 0.0
01Jan2021 05:15 0.0 0.0 0.2 0.0
01Jan2021 05:20 0.0 0.0 0.2 0.0
01Jan2021 05:25 0.0 0.0 0.2 0.0
01Jan2021 05:30 0.0 0.0 0.2 0.0
01Jan2021 05:35 0.0 0.0 0.2 0.0
01Jan2021 05:40 0.0 0.0 0.2 0.0
01Jan2021 05:45 0.0 0.0 0.2 0.0
01Jan2021 05:50 0.0 0.0 0.2 0.0
01Jan2021 05:55 0.0 0.0 0.2 0.0
01Jan2021 06:00 0.0 0.0 0.2 0.0
01Jan2021 06:05 0.0 0.0 0.2 0.0
01Jan2021 06:10 0.0 0.0 0.2 0.0
01Jan2021 06:15 0.0 0.0 0.2 0.0
01Jan2021 06:20 0.0 0.0 0.2 0.0
01Jan2021 06:25 0.0 0.0 0.2 0.0
01Jan2021 06:30 0.0 0.0 0.2 0.0
01Jan2021 06:35 0.0 0.0 0.2 0.0
01Jan2021 06:40 0.0 0.0 0.2 0.0
01Jan2021 06:45 0.0 0.0 0.2 0.0
01Jan2021 06:50 0.0 0.0 0.2 0.0
01Jan2021 06:55 0.0 0.0 0.2 0.0
01Jan2021 07:00 0.0 0.0 0.2 0.0
01Jan2021 07:05 0.0 0.0 0.2 0.0
01Jan2021 07:10 0.0 0.0 0.2 0.0
01Jan2021 07:15 0.0 0.0 0.2 0.0

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 07:20 0.0 0.0 0.2 0.0
01Jan2021 07:25 0.0 0.0 0.2 0.0
01Jan2021 07:30 0.0 0.0 0.2 0.0
01Jan2021 07:35 0.0 0.0 0.2 0.0
01Jan2021 07:40 0.0 0.0 0.2 0.0
01Jan2021 07:45 0.0 0.0 0.2 0.0
01Jan2021 07:50 0.0 0.0 0.2 0.0
01Jan2021 07:55 0.0 0.0 0.2 0.0
01Jan2021 08:00 0.0 0.0 0.2 0.0
01Jan2021 08:05 0.0 0.0 0.2 0.0
01Jan2021 08:10 0.0 0.0 0.2 0.0
01Jan2021 08:15 0.0 0.0 0.2 0.0
01Jan2021 08:20 0.0 0.0 0.2 0.0
01Jan2021 08:25 0.0 0.0 0.2 0.0
01Jan2021 08:30 0.0 0.0 0.2 0.0
01Jan2021 08:35 0.1 0.0 0.2 0.0
01Jan2021 08:40 0.1 0.0 0.2 0.0
01Jan2021 08:45 0.1 0.0 0.2 0.1
01Jan2021 08:50 0.1 0.0 0.2 0.1
01Jan2021 08:55 0.1 0.0 0.2 0.1
01Jan2021 09:00 0.1 0.0 0.2 0.1
01Jan2021 09:05 0.1 0.0 0.2 0.1
01Jan2021 09:10 0.1 0.0 0.2 0.1
01Jan2021 09:15 0.1 0.0 0.2 0.1
01Jan2021 09:20 0.1 0.0 0.2 0.1
01Jan2021 09:25 0.2 0.0 0.2 0.1
01Jan2021 09:30 0.2 0.0 0.3 0.1
01Jan2021 09:35 0.2 0.0 0.3 0.1
01Jan2021 09:40 0.2 0.0 0.3 0.1
01Jan2021 09:45 0.2 0.0 0.3 0.2
01Jan2021 09:50 0.2 0.0 0.3 0.2

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 09:55 0.2 0.0 0.3 0.2
01Jan2021 10:00 0.2 0.0 0.3 0.2
01Jan2021 10:05 0.2 0.0 0.3 0.2
01Jan2021 10:10 0.1 0.0 0.3 0.2
01Jan2021 10:15 0.1 0.0 0.3 0.2
01Jan2021 10:20 0.1 0.0 0.3 0.2
01Jan2021 10:25 0.1 0.0 0.3 0.2
01Jan2021 10:30 0.1 0.0 0.3 0.1
01Jan2021 10:35 0.1 0.0 0.3 0.1
01Jan2021 10:40 0.2 0.0 0.3 0.1
01Jan2021 10:45 0.2 0.0 0.3 0.1
01Jan2021 10:50 0.2 0.0 0.3 0.1
01Jan2021 10:55 0.2 0.0 0.3 0.2
01Jan2021 11:00 0.2 0.0 0.3 0.2
01Jan2021 11:05 0.2 0.0 0.3 0.2
01Jan2021 11:10 0.2 0.0 0.3 0.2
01Jan2021 11:15 0.2 0.0 0.3 0.2
01Jan2021 11:20 0.2 0.0 0.3 0.2
01Jan2021 11:25 0.2 0.0 0.3 0.2
01Jan2021 11:30 0.2 0.0 0.3 0.2
01Jan2021 11:35 0.2 0.0 0.3 0.2
01Jan2021 11:40 0.2 0.0 0.3 0.2
01Jan2021 11:45 0.2 0.0 0.3 0.2
01Jan2021 11:50 0.2 0.0 0.3 0.2
01Jan2021 11:55 0.2 0.0 0.3 0.2
01Jan2021 12:00 0.2 0.0 0.3 0.2
01Jan2021 12:05 0.2 0.0 0.3 0.2
01Jan2021 12:10 0.3 0.0 0.3 0.2
01Jan2021 12:15 0.3 0.0 0.4 0.2
01Jan2021 12:20 0.3 0.0 0.4 0.2
01Jan2021 12:25 0.3 0.0 0.4 0.2

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 12:30 0.3 0.0 0.5 0.2
01Jan2021 12:35 0.4 0.0 0.5 0.2
01Jan2021 12:40 0.4 0.0 0.5 0.2
01Jan2021 12:45 0.4 0.0 0.6 0.3
01Jan2021 12:50 0.4 0.0 0.6 0.3
01Jan2021 12:55 0.4 0.0 0.6 0.3
01Jan2021 13:00 0.4 0.0 0.6 0.3
01Jan2021 13:05 0.4 0.0 0.7 0.3
01Jan2021 13:10 0.5 0.0 0.7 0.3
01Jan2021 13:15 0.5 0.0 0.8 0.3
01Jan2021 13:20 0.5 0.0 0.8 0.3
01Jan2021 13:25 0.5 0.0 0.9 0.4
01Jan2021 13:30 0.5 0.0 0.9 0.4
01Jan2021 13:35 0.5 0.0 1.0 0.4
01Jan2021 13:40 0.4 0.0 1.0 0.4
01Jan2021 13:45 0.4 0.0 1.0 0.4
01Jan2021 13:50 0.3 0.0 1.0 0.4
01Jan2021 13:55 0.3 0.0 1.0 0.4
01Jan2021 14:00 0.3 0.0 0.9 0.4
01Jan2021 14:05 0.3 0.0 0.9 0.4
01Jan2021 14:10 0.4 0.0 0.9 0.4
01Jan2021 14:15 0.4 0.0 0.9 0.4
01Jan2021 14:20 0.4 0.0 0.9 0.4
01Jan2021 14:25 0.4 0.0 0.9 0.4
01Jan2021 14:30 0.4 0.0 0.9 0.4
01Jan2021 14:35 0.4 0.0 0.9 0.4
01Jan2021 14:40 0.4 0.0 0.9 0.4
01Jan2021 14:45 0.4 0.0 0.9 0.4
01Jan2021 14:50 0.4 0.0 0.9 0.4
01Jan2021 14:55 0.4 0.0 0.9 0.4
01Jan2021 15:00 0.4 0.0 0.9 0.4

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 15:05 0.4 0.0 0.9 0.4
01Jan2021 15:10 0.3 0.0 0.9 0.4
01Jan2021 15:15 0.3 0.0 0.9 0.4
01Jan2021 15:20 0.3 0.0 0.9 0.4
01Jan2021 15:25 0.3 0.0 0.9 0.4
01Jan2021 15:30 0.3 0.0 0.9 0.4
01Jan2021 15:35 0.3 0.0 0.9 0.4
01Jan2021 15:40 0.3 0.0 0.9 0.4
01Jan2021 15:45 0.3 0.0 0.9 0.3
01Jan2021 15:50 0.3 0.0 0.8 0.3
01Jan2021 15:55 0.2 0.0 0.8 0.3
01Jan2021 16:00 0.2 0.0 0.8 0.3
01Jan2021 16:05 0.2 0.0 0.8 0.3
01Jan2021 16:10 0.1 0.0 0.7 0.3
01Jan2021 16:15 0.1 0.0 0.6 0.3
01Jan2021 16:20 0.0 0.0 0.6 0.3
01Jan2021 16:25 0.0 0.0 0.5 0.3
01Jan2021 16:30 0.0 0.0 0.5 0.2
01Jan2021 16:35 0.0 0.0 0.4 0.2
01Jan2021 16:40 0.0 0.0 0.4 0.2
01Jan2021 16:45 0.0 0.0 0.3 0.2
01Jan2021 16:50 0.0 0.0 0.3 0.1
01Jan2021 16:55 0.0 0.0 0.2 0.1
01Jan2021 17:00 0.0 0.0 0.2 0.1
01Jan2021 17:05 0.0 0.0 0.2 0.1
01Jan2021 17:10 0.0 0.0 0.2 0.1
01Jan2021 17:15 0.0 0.0 0.2 0.0
01Jan2021 17:20 0.0 0.0 0.2 0.0
01Jan2021 17:25 0.0 0.0 0.2 0.0
01Jan2021 17:30 0.0 0.0 0.2 0.0
01Jan2021 17:35 0.0 0.0 0.2 0.0

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 17:40 0.0 0.0 0.2 0.0
01Jan2021 17:45 0.0 0.0 0.2 0.0
01Jan2021 17:50 0.0 0.0 0.2 0.0
01Jan2021 17:55 0.0 0.0 0.2 0.0
01Jan2021 18:00 0.0 0.0 0.2 0.0
01Jan2021 18:05 0.0 0.0 0.2 0.0
01Jan2021 18:10 0.0 0.0 0.2 0.0
01Jan2021 18:15 0.0 0.0 0.2 0.0
01Jan2021 18:20 0.0 0.0 0.2 0.0
01Jan2021 18:25 0.0 0.0 0.2 0.0
01Jan2021 18:30 0.0 0.0 0.2 0.0
01Jan2021 18:35 0.0 0.0 0.2 0.0
01Jan2021 18:40 0.0 0.0 0.2 0.0
01Jan2021 18:45 0.0 0.0 0.2 0.0
01Jan2021 18:50 0.0 0.0 0.2 0.0
01Jan2021 18:55 0.0 0.0 0.2 0.0
01Jan2021 19:00 0.0 0.0 0.2 0.0
01Jan2021 19:05 0.0 0.0 0.2 0.0
01Jan2021 19:10 0.0 0.0 0.2 0.0
01Jan2021 19:15 0.0 0.0 0.2 0.0
01Jan2021 19:20 0.0 0.0 0.2 0.0
01Jan2021 19:25 0.0 0.0 0.2 0.0
01Jan2021 19:30 0.0 0.0 0.2 0.0
01Jan2021 19:35 0.0 0.0 0.2 0.0
01Jan2021 19:40 0.0 0.0 0.2 0.0
01Jan2021 19:45 0.0 0.0 0.2 0.0
01Jan2021 19:50 0.0 0.0 0.2 0.0
01Jan2021 19:55 0.0 0.0 0.2 0.0
01Jan2021 20:00 0.0 0.0 0.2 0.0
01Jan2021 20:05 0.0 0.0 0.2 0.0
01Jan2021 20:10 0.0 0.0 0.2 0.0

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 20:15 0.0 0.0 0.2 0.0
01Jan2021 20:20 0.0 0.0 0.2 0.0
01Jan2021 20:25 0.0 0.0 0.2 0.0
01Jan2021 20:30 0.0 0.0 0.2 0.0
01Jan2021 20:35 0.0 0.0 0.2 0.0
01Jan2021 20:40 0.0 0.0 0.2 0.0
01Jan2021 20:45 0.0 0.0 0.2 0.0
01Jan2021 20:50 0.0 0.0 0.2 0.0
01Jan2021 20:55 0.0 0.0 0.2 0.0
01Jan2021 21:00 0.0 0.0 0.2 0.0
01Jan2021 21:05 0.0 0.0 0.2 0.0
01Jan2021 21:10 0.0 0.0 0.2 0.0
01Jan2021 21:15 0.0 0.0 0.2 0.0
01Jan2021 21:20 0.0 0.0 0.2 0.0
01Jan2021 21:25 0.0 0.0 0.2 0.0
01Jan2021 21:30 0.0 0.0 0.2 0.0
01Jan2021 21:35 0.0 0.0 0.2 0.0
01Jan2021 21:40 0.0 0.0 0.2 0.0
01Jan2021 21:45 0.0 0.0 0.2 0.0
01Jan2021 21:50 0.0 0.0 0.2 0.0
01Jan2021 21:55 0.0 0.0 0.2 0.0
01Jan2021 22:00 0.0 0.0 0.2 0.0
01Jan2021 22:05 0.0 0.0 0.2 0.0
01Jan2021 22:10 0.0 0.0 0.2 0.0
01Jan2021 22:15 0.0 0.0 0.2 0.0
01Jan2021 22:20 0.0 0.0 0.2 0.0
01Jan2021 22:25 0.0 0.0 0.2 0.0
01Jan2021 22:30 0.0 0.0 0.2 0.0
01Jan2021 22:35 0.0 0.0 0.2 0.0
01Jan2021 22:40 0.0 0.0 0.2 0.0
01Jan2021 22:45 0.0 0.0 0.2 0.0

Date Time Inflow
(CFS)
Storage
(AC-FT)
Elevation
(FT)
Outflow
(CFS)
01Jan2021 22:50 0.0 0.0 0.2 0.0
01Jan2021 22:55 0.0 0.0 0.2 0.0
01Jan2021 23:00 0.0 0.0 0.2 0.0
01Jan2021 23:05 0.0 0.0 0.2 0.0
01Jan2021 23:10 0.0 0.0 0.2 0.0
01Jan2021 23:15 0.0 0.0 0.2 0.0
01Jan2021 23:20 0.0 0.0 0.2 0.0
01Jan2021 23:25 0.0 0.0 0.2 0.0
01Jan2021 23:30 0.0 0.0 0.2 0.0
01Jan2021 23:35 0.0 0.0 0.2 0.0
01Jan2021 23:40 0.0 0.0 0.2 0.0
01Jan2021 23:45 0.0 0.0 0.2 0.0
01Jan2021 23:50 0.0 0.0 0.2 0.0
01Jan2021 23:55 0.0 0.0 0.2 0.0
02Jan2021 00:00 0.0 0.0 0.2 0.0

35 Appendix 8: Source Control
Pollutant Sources/Source Control Checklist
136

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

How to use this worksheet (also see instructions in Section G of the WQMP Template):

1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies.

2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your WQMP Exhibit.

3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.1on page 23 of this WQMP Template. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here.

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 A. On-site storm drain
inlets
 Locations of inlets. Mark all inlets with the words
“Only Rain Down the Storm
Drain” or similar. Catch Basin
Markers may be available from the
Riverside County Flood Control
and Water Conservation District,
call 951.955.1200 to verify.







Maintain and periodically repaint or
replace inlet markings.

Provide stormwater pollution
prevention information to new site
owners, lessees, or operators.

See applicable operational BMPs in
Fact Sheet SC-44, “Drainage System
Maintenance,” in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
Include the following in lease
agreements: “Tenant shall not allow
anyone to discharge anything to storm
drains or to store or deposit materials
so as to create a potential discharge to
storm drains.”
 B. Interior floor drains
and elevator shaft sump
pumps
State that interior floor drains and
elevator shaft sump pumps will be
plumbed to sanitary sewer.
 Inspect and maintain drains to prevent
blockages and overflow.
 C. Interior parking
garages
State that parking garage floor
drains will be plumbed to the
sanitary sewer.
Inspect and maintain drains to prevent
blockages and overflow.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 D1. Need for future
indoor & structural pest
control
Note building design features that
discourage entry of pests.
Provide Integrated Pest Management
information to owners, lessees, and
operators.
 D2. Landscape/
Outdoor Pesticide Use





Show locations of native trees or
areas of shrubs and ground cover to
be undisturbed and retained.

Show self-retaining landscape
areas, if any.

Show stormwater treatment and
hydrograph modification
management BMPs. (See
instructions in Chapter 3, Step 5
and guidance in Chapter 5.)











State that final landscape plans will
accomplish all of the following.

Preserve existing native trees,
shrubs, and ground cover to the
maximum extent possible.

Design landscaping to minimize
irrigation and runoff, to promote
surface infiltration where
appropriate, and to minimize the
use of fertilizers and pesticides that
can contribute to stormwater
pollution.

Where landscaped areas are used to
retain or detain stormwater, specify
plants that are tolerant of saturated
soil conditions.

Consider using pest-resistant
plants, especially adjacent to
hardscape.

To insure successful establishment,
select plants appropriate to site
soils, slopes, climate, sun, wind,
rain, land use, air movement,
ecological consistency, and plant
interactions.





Maintain landscaping using minimum
or no pesticides.

See applicable operational BMPs in
“What you should know
for…..Landscape and Gardening” at
http://rcflood.org/stormwater/Error !
Hyperlink reference not valid.

Provide IPM information to new
owners, lessees and operators.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 E. Pools, spas, ponds,
decorative fountains,
and other water
features.
 Show location of water feature and
a sanitary sewer cleanout in an
accessible area within 10 feet.
(Exception: Public pools must be
plumbed according to County
Department of Environmental
Health Guidelines.)
If the Co-Permittee requires pools
to be plumbed to the sanitary
sewer, place a note on the plans
and state in the narrative that this
connection will be made according
to local requirements.
See applicable operational BMPs in
“Guidelines for Maintaining Your
Swimming Pool, Jacuzzi and Garden
Fountain” at
http://rcflood.org/stormwater/
 F. Food service 


For restaurants, grocery stores, and
other food service operations, show
location (indoors or in a covered
area outdoors) of a floor sink or
other area for cleaning floor mats,
containers, and equipment.

On the drawing, show a note that
this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.



Describe the location and features
of the designated cleaning area.

Describe the items to be cleaned in
this facility and how it has been
sized to insure that the largest
items can be accommodated.

See the brochure, “The Food Service
Industry Best Management Practices for:

Restaurants, Grocery Stores,
Delicatessens and Bakeries” at
http://rcflood.org/stormwater/
Provide this brochure to new site
owners, lessees, and operators.
 G. Refuse areas 




Show where site refuse and
recycled materials will be handled
and stored for pickup. See local
municipal requirements for sizes
and other details of refuse areas.

If dumpsters or other receptacles
are outdoors, show how the
designated area will be covered,
graded, and paved to prevent run-
on and show locations of berms to
prevent runoff from the area.

Any drains from dumpsters,
compactors, and tallow bin areas
shall be connected to a grease
removal device before discharge to
sanitary sewer.



State how site refuse will be
handled and provide supporting
detail to what is shown on plans.

State that signs will be posted on or
near dumpsters with the words “Do
not dump hazardous materials
here” or similar.
State how the following will be
implemented:

Provide adequate number of
receptacles. Inspect receptacles
regularly; repair or replace leaky
receptacles. Keep receptacles covered.

Prohibit/prevent dumping of liquid or
hazardous wastes. Post “no hazardous
materials” signs. Inspect and pick up
litter daily and clean up spills
immediately. Keep spill control
materials available on-site. See Fact
Sheet SC-34, “Waste Handling and
Disposal” in the CASQA Stormwater
Quality Handbooks at
www.cabmphandbooks.com

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 H. Industrial processes.  Show process area. If industrial processes are to be located on site, state: “All process
activities to be performed indoors.

No processes to drain to exterior or
to storm drain system.”
See Fact Sheet SC-10, “Non-
Stormwater Discharges” in the
CASQA Stormwater Quality
Handbooks at
www.cabmphandbooks.com
See the brochure “Industrial &
Commercial Facilities Best Management
Practices for: Industrial, Commercial
Facilities” at
http://rcflood.org/stormwater/

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 I. Outdoor storage of
equipment or materials.
(See rows J and K for
source control
measures for vehicle
cleaning, repair, and
maintenance.)






Show any outdoor storage areas,
including how materials will be
covered. Show how areas will be
graded and bermed to prevent run-
on or run-off from area.

Storage of non-hazardous liquids
shall be covered by a roof and/or
drain to the sanitary sewer system,
and be contained by berms, dikes,
liners, or vaults.

Storage of hazardous materials and
wastes must be in compliance with
the local hazardous materials
ordinance and a Hazardous
Materials Management Plan for the
site.

Include a detailed description of
materials to be stored, storage
areas, and structural features to
prevent pollutants from entering
storm drains.

Where appropriate, reference
documentation of compliance with
the requirements of Hazardous
Materials Programs for:
 Hazardous Waste Generation
 Hazardous Materials Release
Response and Inventory
 California Accidental Release
(CalARP)
 Aboveground Storage Tank
 Uniform Fire Code Article 80
Section 103(b) & (c) 1991
 Underground Storage Tank
www.cchealth.org/groups/hazmat
/

See the Fact Sheets SC-31, “Outdoor
Liquid Container Storage” and SC-33,
“Outdoor Storage of Raw Materials ”
in the CASQA Stormwater Quality
Handbooks at
www.cabmphandbooks.com

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 J. Vehicle and
Equipment Cleaning
 Show on drawings as appropriate:
(1) Commercial/industrial facilities
having vehicle/equipment cleaning
needs shall either provide a
covered, bermed area for washing
activities or discourage
vehicle/equipment washing by
removing hose bibs and installing
signs prohibiting such uses.
(2) Multi-dwelling complexes shall
have a paved, bermed, and covered
car wash area (unless car washing
is prohibited on-site and hoses are
provided with an automatic shut-
off to discourage such use).
(3) Washing areas for cars, vehicles,
and equipment shall be paved,
designed to prevent run-on to or
runoff from the area, and plumbed
to drain to the sanitary sewer.
(4) Commercial car wash facilities
shall be designed such that no
runoff from the facility is
discharged to the storm drain
system. Wastewater from the
facility shall discharge to the
sanitary sewer, or a wastewater
reclamation system shall be
installed.
If a car wash area is not provided,
describe any measures taken to
discourage on-site car washing and
explain how these will be enforced.



Describe operational measures to
implement the following (if
applicable):

Washwater from vehicle and
equipment washing operations shall
not be discharged to the storm drain
system. Refer to “Outdoor Cleaning
Activities and Professional Mobile Service
Providers” for many of the Potential
Sources of Runoff Pollutants categories
below. Brochure can be found at
http://rcflood.org/stormwater/
Car dealerships and similar may
rinse cars with water only.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 K. Vehicle/Equipment
Repair and
Maintenance






Accommodate all vehicle
equipment repair and maintenance
indoors. Or designate an outdoor
work area and design the area to
prevent run-on and runoff of
stormwater.

Show secondary containment for
exterior work areas where motor
oil, brake fluid, gasoline, diesel
fuel, radiator fluid, acid-containing
batteries or other hazardous
materials or hazardous wastes are
used or stored. Drains shall not be
installed within the secondary
containment areas.

Add a note on the plans that states
either (1) there are no floor drains,
or (2) floor drains are connected to
wastewater pretreatment systems
prior to discharge to the sanitary
sewer and an industrial waste
discharge permit will be obtained.





State that no vehicle repair or
maintenance will be done outdoors,
or else describe the required
features of the outdoor work area.

State that there are no floor drains
or if there are floor drains, note the
agency from which an industrial
waste discharge permit will be
obtained and that the design meets
that agency’s requirements.

State that there are no tanks,
containers or sinks to be used for
parts cleaning or rinsing or, if there
are, note the agency from which an
industrial waste discharge permit
will be obtained and that the
design meets that agency’s
requirements.






In the Stormwater Control Plan, note
that all of the following restrictions
apply to use the site:

No person shall dispose of, nor permit
the disposal, directly or indirectly of
vehicle fluids, hazardous materials, or
rinsewater from parts cleaning into
storm drains.

No vehicle fluid removal shall be
performed outside a building, nor on
asphalt or ground surfaces, whether
inside or outside a building, except in
such a manner as to ensure that any
spilled fluid will be in an area of
secondary containment. Leaking
vehicle fluids shall be contained or
drained from the vehicle immediately.

No person shall leave unattended drip
parts or other open containers
containing vehicle fluid, unless such
containers are in use or in an area of
secondary containment.

Refer to “Automotive Maintenance & Car
Care Best Management Practices for Auto
Body Shops, Auto Repair Shops, Car
Dealerships, Gas Stations and Fleet
Service Operations”. Brochure can be
found at http://rcflood.org/stormwater/
Refer to Outdoor Cleaning Activities and
Professional Mobile Service Providers for
many of the Potential Sources of
Runoff Pollutants categories below.

Brochure can be found at
http://rcflood.org/stormwater/

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 L. Fuel Dispensing
Areas



Fueling areas6 shall have
impermeable floors (i.e., portland
cement concrete or equivalent
smooth impervious surface) that
are: a) graded at the minimum
slope necessary to prevent ponding;
and b) separated from the rest of
the site by a grade break that
prevents run-on of stormwater to
the maximum extent practicable.

Fueling areas shall be covered by a
canopy that extends a minimum of
ten feet in each direction from each
pump. [Alternative: The fueling
area must be covered and the
cover’s minimum dimensions must
be equal to or greater than the area
within the grade break or fuel
dispensing area1.] The canopy [or
cover] shall not drain onto the
fueling area.



The property owner shall dry sweep
the fueling area routinely.

See the Fact Sheet SD-30 , “Fueling
Areas” in the CASQA Stormwater
Quality Handbooks at
www.cabmphandbooks.com

6 The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 M. Loading Docks 




Show a preliminary design for the
loading dock area, including
roofing and drainage. Loading
docks shall be covered and/or
graded to minimize run-on to and
runoff from the loading area. Roof
downspouts shall be positioned to
direct stormwater away from the
loading area. Water from loading
dock areas shall be drained to the
sanitary sewer, or diverted and
collected for ultimate discharge to
the sanitary sewer.

Loading dock areas draining
directly to the sanitary sewer shall
be equipped with a spill control
valve or equivalent device, which
shall be kept closed during periods
of operation.

Provide a roof overhang over the
loading area or install door skirts
(cowling) at each bay that enclose
the end of the trailer.



Move loaded and unloaded items
indoors as soon as possible.

See Fact Sheet SC-30, “Outdoor
Loading and Unloading,” in the
CASQA Stormwater Quality
Handbooks at
www.cabmphandbooks.com

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 N. Fire Sprinkler Test
Water
Provide a means to drain fire
sprinkler test water to the sanitary
sewer.
See the note in Fact Sheet SC-41,
“Building and Grounds Maintenance,”
in the CASQA Stormwater Quality
Handbooks at
www.cabmphandbooks.com








O. Miscellaneous Drain
or Wash Water or Other
Sources
Boiler drain lines
Condensate drain lines
Rooftop equipment
Drainage sumps
Roofing, gutters, and
trim.

Other sources











Boiler drain lines shall be directly
or indirectly connected to the
sanitary sewer system and may not
discharge to the storm drain
system.

Condensate drain lines may
discharge to landscaped areas if the
flow is small enough that runoff
will not occur. Condensate drain
lines may not discharge to the
storm drain system.

Rooftop equipment with potential
to produce pollutants shall be
roofed and/or have secondary
containment.

Any drainage sumps on-site shall
feature a sediment sump to reduce
the quantity of sediment in
pumped water.

Avoid roofing, gutters, and trim
made of copper or other
unprotected metals that may leach
into runoff.

Include controls for other sources
as specified by local reviewer.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 P. Plazas, sidewalks,
and parking lots.
Sweep plazas, sidewalks, and parking
lots regularly to prevent accumulation
of litter and debris. Collect debris from
pressure washing to prevent entry into
the storm drain system. Collect
washwater containing any cleaning
agent or degreaser and discharge to
the sanitary sewer not to a storm drain.

36 Appendix 9: O&M
Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms 148
DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

Dutch Bros Coffee inc. – 8TH & HIGHLAND SPRINGS
Operation and Maintenance Plan
September 2021
I. Inspection and Maintenance Log

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

BMP INSPECTION & MAINTENANCE LOG

DUTCH BROS COFFEE - BEAUMONT
Today’s Date:

Name of Person Performing Activity
(Printed):

Signature:

BMP Name
(As Shown in O&M Plan)
Brief Description of Implementation,
Maintenance, and Inspection Activity
Performed
Date
Bioretention No. 1
 Trash, debris and sediment
must be removed from basin
curb cut inlet locations, along
gutters, and within the basins
and disposed of per local
jurisdiction requirements.
 Inspection and maintenance
required after ever rain event
greater than 0.5 inches.

Inspections should occur on a
monthly basis to ensure
optimum performance.
 Records of inspection shall be
maintained for a minimum of 5
years. At minimum, these
records shall document:
• Inspection Date
• Depth of Sediment/ Trash/
Debris
• Type of Maintenance
Performed
• Maintenance Personnel
• Comments

Underground Detention
System
 Debris and buildup must be
removed from the detention
system and outlet pipe
entrance.
 Inspection and maintenance
are required at least once per
year, during a relatively dry
season.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

II. Updates, Revisions, and Errata

This page is left intentionally blank to allow for updates and revisions to be added.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

III. Introduction
The project site is located within the Commercial Zone on the Southwest Corner of 8th & Highland Springs Ave,
The existing project site consists of natural earth.

The proposed project will consist of new retail buildings, parking lots and landscaping. Landscaping will be constructed along the perimeters of the proposed retail center.

Stormwater will be treated by a Bioretention basin located in a landscaped area in the south-east corner of the property. Stormwater enters the bioretention basin, passes through a mulch layer and into the subsurface perforated PVC pipe. The cleansed water passes into the private storm drain system. The onsite storm drain system is piped to underground detention systems designed to release stormwater at the pre-development peak flow for the 2-year and 100-year storm event. Once stormwater passes through the underground detention system it is discharged to the offsite public storm drain catch basin within Highland Springs Ave.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

IV. Responsibility of Maintenance
A. General
A copy of the operation and maintenance agreement has been included as an attachment to the Operation and Maintenance (O&M) Plan:

The following party is responsible for the operation and maintenance of all LID BMPs and roadway adjacent bioretention facilities within the landscape easement:

Dutch Bros Coffee inc.
110 SW 4th Street
Grant Pass, OR 97526

The responsible party shall serve or designate a corporate officer authorized to negotiate and execute any contracts that might be necessary for future changes to operation and maintenance of the LID BMPs or implement remedial measures if problems occur.

Employees or contractors who will report to the designated contact and are responsible for conducting Stormwater BMP operation and maintenance procedures within this document. All pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs have been included in Appendix 10.

Designated Respondent in case of off-hours maintenance problem:

Designated Respondent Printed Name/Title

Phone Number

Note: Updated contact information must be provided to the Permittee immediately whenever a property is sold or transferred and whenever designated individuals or contractors change.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05 Daniel Batty / VP of Construction
541-955-4700

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

WQMP Implementation and Funding Responsibility
This project-specific WQMP has been prepared by Kimley-Horn and Associates, Inc. for the Dutch Bros Coffee inc. Beaumont project. This document is intended to provide guidance for proper BMP implementation and on-going maintenance for the Project BMP facilities.

The undersigned shall be responsible for the implementation of this O&M Plan and ensure that this document is amended as appropriate to reflect up-to-date conditions at the site. The O&M plan will be reviewed by maintenance and service employees, outside contractors, or any other persons having responsibility from implementation portions of the O&M plan. At least one copy of this O&M Plan and WQMP will be maintained at the project site or project office in perpetuity.

The undersigned is authorized to certify and to approve implementation of this O&M Plan and WQMP.

The undersigned is aware that implementation of this O&M Plan and WQMP is enforceable under the County of Riverside Water Quality Ordinance. If the undersigned transfers interest in the subject property, the undersigned shall notify the successor their responsibility to implement the O&M Plan and WQMP. It is still the responsibility of the owner to maintain the LID BMPs in accordance with the O&M Plan until that responsibility is formally transferred.

The funding source for operation and maintenance of each BMP identified in the project-specific WQMP shall be the responsibility of MJPA until responsibility is transferred. The owner/operator recognizes that a source of funding is required to support the ongoing operation and maintenance of BMPs, and that funding will continue for the life of the project. By certifying the final project specific WQMP, the Project applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners as deemed necessary.

Owner’s /Responsible Party Signature

Owner’s /Responsible Party Printed Name

Owner’s /Responsible Party Title or Position
Date
DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05 VP of
Construction
December 10, 2021
Daniel Batty

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

B. Staff Training Program
All staff will undergo training to learn about the stormwater treatment mechanism and proper maintenance of the LID BMPs. Training will be required for all persons responsible for maintenance of the roadside BMPs. Due to the location of the BMPs along the roadway, safety training for maintenance personnel will be required. Documentation and records of each staff (contractor or personal) member who has received training shall be recorded in the log below.

BMP STAFF TRAINING

DUTCH BROS BEAUMONT
Today’s Date:

Name of Person Performing Activity
(Printed):

Signature:

Staff Name

Date Brief Description of training received

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

V. Summary of Drainage Management Areas and BMPs
Stormwater will be treated by a Bioretention basin located in a landscaped area at the south-eastern corner of the site. Stormwater enters the bioretention basin, passes through a mulch layer and into the subsurface perforated PVC pipe. The cleansed water passes into the private storm drain system. The onsite storm drain system is piped to underground detention systems designed to release stormwater at the pre-development peak flow for the 2-year and 100-year storm event. Once stormwater passes through the underground detention system it is discharged to the offsite public storm drain catch basin within Highland Springs Ave.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

VI. Stormwater BMP Design Documentation
This section of the O&M Manual is designated for As-Builts of each stormwater BMP and Manufacturer’s data, manuals and maintenance requirements.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

VII. Maintenance Schedule or Matrix
A. Maintenance Schedule for each Facility with Specific requirements

Pervious/Landscaped Areas: Open space areas shall be kept free of trash and debris. All trimming, pruning, and removal of fallen organic material from plants, shrubs, and trees are to be collected per an established landscape maintenance plan and disposed in the appropriate location or transported to a green-waste collection facility. The planting materials are to remain as indicated on the approved set of landscape planting plans. Additional actions should be taken to ensure that the surface flow paths, storm drain outlet and inlet in the area are cleared of debris or vegetation obstructions.

Pavement: Impervious areas draining to the project BMPs shall be kept free of trash, debris, and other environmentally hazardous material at all times. Remove and dispose of these materials immediately.

Irrigation Systems: Water conservation is to be maintained at all times per the approved irrigation plans.

Monitoring of the irrigation system should be provided at least twice monthly or as necessary to ensure that appropriate watering levels are maintained as well as to verify that no piping or irrigation heads are leaking. Any debris, sediment, mineral and grit deposits should be removed from the irrigation system at regular intervals to provide consistent watering.

Bioretention Facilities (without infiltration): The Bioretention Facility area shall be inspected for erosion, dead vegetation, soggy soils, or standing water. The use of fertilizers and pesticides on the plants inside the Infiltration Facility should be minimized. Keep adjacent landscape areas maintained, remove clippings from landscape maintenance activities, remove trash and debris, replace damaged grass and/or plants, and replace surface mulch/cobble as needed to maintain a 2 to 3-inch soil cover. Facilities should be inspected for ponding after storm events and ensure underdrains are not clogged.

Underground Detention System: Buildup of debris may obstruct flow through the detention system or block the entranceway of the outlet pipe. The underground detention system will be receiving only cleaned stormwater that has passed through the Bioretention Facilities. However, all detention systems should be cleaned and maintained. Inspection should be performed at a minimum of once per year.

Cleaning should be done at the discretion of individuals responsible to maintain proper storage and flow.

While maintenance can generally be performed year round, it should be scheduled during a relatively dry season.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

Dutch Bros - BEAUMONT
Maintenance and Operations Manual

BMP Maintenance Matrix
BMP Requiring
Maintenance
Responsible Party Visual Inspection
Frequency
Inspection Location Maintenance
Frequency
Maintenance
Requirements
Pervious/Landscaped
Areas
Owner Twice Monthly or
according to an
established
maintenance
schedule.

Throughout the
pervious cover
areas.

At least twice
monthly or
according to the
established
maintenance
schedule
(See above)
Irrigation Systems Owner Twice Monthly or
according to an
established
maintenance
schedule.

Throughout the
landscaped areas
along Via Del Rio,
Border Avenue, and
parking lot.

As necessary based
on observations
made during
inspection or per
maintenance
schedule.
(See above)
Pavement Owner Weekly or according
to an established
maintenance
schedule.

Throughout the
projects limits for
driveway and
parking lot.

At least twice
monthly or
immediately
following the visual
observation of any
adverse conditions.
(See above)
Bioretention Facilities
(without infiltration)
Owner Twice Monthly and
after storm events,
or according to an
established
maintenance
schedule.

Locations shown
within landscaped
areas on the WQMP
Site Plan
(Appendix 1).

Twice Monthly and
after storm events,
or according to an
established
maintenance
schedule.
(See above)
Underground
Detention System
Owner Once Annually Locations shown on
the WQMP Site Plan
(Appendix 1)
Once Annually (See above)

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

1 Recording requested by and mail to:

City Clerk
City of Beaumont
550 E. Sixth Street
Beaumont, CA 92223

_____________________________________________________________________________________________________ SPACE ABOVE THIS LINE FOR RECORDER’S USE
EXEMPT FROM RECORDER’S FEES PURSUANT TO GOVERNMENT CODE SECTION 6103 AND 27383

APN:

STORM WATER MANAGEMENT WQMP/BMP FACILITIES
COVENANT AND AGREEMENT NO.

City of Beaumont, Riverside County, California

THIS COVENANT AND AGREEMENT is made and entered into this of 2019, by and between _____________________________, (“Owner”), and the City of Beaumont, California, (“City”).

The Owner hereby certifies I am (we are) the sole owner of certain real property located at ________________________(Site Address) in the City of Beaumont, County of Riverside, State of California, more specifically described in Exhibit “A” and depicted in Exhibit “B” (“Property”).

The Owner covenants and agrees to comply with the Project Water Quality Management Plan (“WQMP”), attached hereto as Exhibit “C”, providing for storm water quality treatment within the confines of the Property.

The Owner covenants and agrees that the health, safety and welfare of the residents of the City of Beaumont, require that the Best Management Practice (“BMP”) facilities, more specifically described in the WQMP ( for example bio- swales, catch basins, roof drains and appurtenances) be constructed and maintained to minimize pollutants in urban runoff by the Owner.

The Owner further covenants and agrees as follows:

1. The on-site storm water management/BMP facilities mentioned above shall be constructed by the Owner at its sole cost and expense, in accordance with the plans and specifications identified in the WQMP approved by City.

2. The Owner shall adequately maintain the storm water management/BMP facilities in a manner assuring peak performance at all times, including source control BMPs at all times as its sole responsibility, at its sole cost and expense. This includes all pipes and channels built to convey storm water on the Property, including 1675 E Eighth Street
DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05 Dutch Bros Coffee inc.

2 catch basin inserts, underground detention ponds, swales and vegetation provided to control the quantity and quality of the storm water. Adequate maintenance is herein defined as good working condition so that these facilities are performing in accordance with their design functions continuously at all times.

3. The Owner shall annually inspect the storm water management/BMP facilities mentioned above and submit an inspection report annually to the Public Works Department by the anniversary of the date of this Agreement of each year. The purpose of the inspection is to assure safe and proper functioning of the facilities. The inspection shall cover the storm water management BMPs listed in the WQMP such as bio- swales, catch basins and related filter units, etc. Deficiencies shall be noted in the inspection report and corrected by Owner promptly.

4. The Owner hereby grants permission to City, its authorized agents and employees, to enter upon the Property and to inspect the storm water management/BMP facilities, take samples and perform testing whenever the City deems necessary and as required by the City’s most current National Pollutant Discharge Elimination System (NPDES) Permit. The purpose of the inspection, testing and sampling is to follow up on apparent and reported deficiencies and/or to respond to citizen complaints and meet the requirements of the City’s NPDES Permit issued by the State Water Resources Control Board – Santa Ana River Region. The City shall provide the Owner with advanced notice of entering upon the Property, except in the event of an emergency, as determined by the City. The City shall provide the Owner copies of the inspection findings and a directive to commence with the repairs if necessary. Owner or Owner’s successors or assigns shall pay City for all costs incurred by City in the inspection, sampling, testing of the BMPs within thirty (30) calendar days of City invoice.

5. In the event the Owner fails to maintain the storm water management/BMP facilities in good working condition acceptable to the City, upon five (5) days advanced written notice, the City may enter upon the Property and take whatever steps necessary to correct deficiencies identified in any inspection report and to charge the costs of such repairs to the Owner the cost of which shall constitute a lien against the Property.

In the event of an emergency, as determined by City, advanced notice as aforesaid, shall not be required.

Notwithstanding the forgoing, it is expressly understood and agreed that the City is under no obligation to maintain or repair said facilities, and in no event shall this Agreement be construed to impose any such obligation to the City.

6. The Owner will perform the work necessary to keep these facilities in good working order as appropriate.

The maintenance schedule for the storm water management BMP facilities (including sediment removal) is outlined in the approved WQMP and the schedule must be followed at all times. In the future, City of Beaumont may adopt an annual Stormwater Inspection Fee that would be assessed to the Owner.

7. In the event the City, pursuant to this Agreement, performs work of any nature, or expends any funds in performance of said work for labor, use of equipment, supplies, materials and the like, the Owner, its successors and assigns shall reimburse the City upon demand, within thirty (30) days of receipt thereof for all actual costs incurred by the City hereunder.

8. This Agreement imposes no liability of any kind whatsoever on the City. Owner agrees to indemnify, defend (with counsel reasonably approved by the City) and hold harmless the City and its authorized officers, employees, agents and volunteers from any and all claims, actions, losses, damages, and/or liability arising out of this Agreement from any cause whatsoever, including the acts, errors or omissions of any person and DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

3 for any costs or expenses incurred by the City on account of any claim except where such indemnification is prohibited by law. This indemnification provision shall apply regardless of the existence or degree of fault of indemnitees. The Owner’s indemnification obligation applies to the City’s “active” as well as “passive” negligence but does not apply to the City’s “sole negligence” or “willful misconduct” within the meaning of Civil Code Section 2782, or to any claims, actions, losses, damages, and/or liabilities, to the extent caused by the acts or omissions of any third party contractors undertaking any work (other than field inspections) or other maintenance on the Property on behalf of the City under this Agreement.

9. This Agreement shall be recorded with the County Recorder for the County of Riverside and shall constitute a covenant running with the land, equitable servitude and lien against the Property, and shall be binding on the Owner, its successors, assigns, transferees, administrators, executors, heirs, encumbrancers and any other successors in interests, including any homeowner’s association.

10. In addition to any remedy available to City under this Agreement, if Owner violates any term of this Agreement and does not cure the violation within the time already provided in this Agreement, or, if not provided, within thirty (30) calendar days, or within such time authorized by the City if said cure reasonably requires more than the subject time, the City may bring an action at law or in equity in a court of competent jurisdiction to enforce compliance by the Owner with the terms of this Agreement. In such action, the City may recover any damages to which the City may be entitled for the violation, enjoin the violation by temporary or permanent injunction without the necessity of proving actual damages or the inadequacy of otherwise available legal remedies, or obtain other equitable relief, including, but not li mited to, the restoration of the Property and/or the BMPs identified in the WQMP to the condition in which it/they existed prior to any such violation or injury.

11. Owner shall provide printed educational materials with any sale of the Property which provide information on what storm water management facilities are present, the types and locations of maintenance signs that are required and how the necessary maintenance can be maintained.

12. Owner shall provide actual notice of this Agreement and its terms to any respective buyers or successor(s) in interest.

13. In order to be valid, amendment or change to this Agreement including the WQMP and BMPs requires an amendment executed by the City and Owner which is recorded with the Riverside County Recorder.

WITNESS the following signatures:

OWNER:

By: By:

Name: Name:

Title: Title:

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

4 CITY OF BEAUMONT

By: ______________________________________
Director of Public Works, Beaumont

ATTEST:

________________________________________
City Clerk, City of Beaumont

All signatures on this Agreement on behalf of the Owner must be acknowledged before a Notary Public. In the event that the owner is a corporation, the President/Vice President and the corporate secretary of the corporation must sign.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

5 A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California )
County of Riverside )

On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature: (Seal)

A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California )
County of Riverside )

On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature: (Seal)

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

6 A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California )
County of Riverside )

On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature: (Seal)

A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California )
County of Riverside )

On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature: (Seal)

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

BEAUMONT, CA 92223
PW 2021-XXXX; 1675 E EIGHTH STREET

EXHIBIT A - LEGAL DESCRIPTION
EXHIBIT "A"

LEGAL DESCRIPTION
PARCEL 1 OF PARCEL MAP NO. 5570, AS SHOWN BY MAP ON FILE IN BOOK 10, PAGE 34

OF PARCEL MAPS, RIVERSIDE COUNTY RECORDS
NOTE: THE BELOW LEGAL DESCRIPTION REPRESENTS THE DUTCH BROS LEASEHOLD:

PARCEL 1 OF PARCEL MAP NO. 37938, AS SHOWN BY MAP ON FILE IN BOOK ##, PAGE ## OF PARCEL MAPS, RIVERSIDE COUNTY RECORDS.

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

8 EXHIBIT “B”

DIAGRAM OF PROPERTY

DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

20,000 GAL REGULAR
12,000 GAL
D
I
E
SEL

8,00
0 GAL PREMIUM
CL
E
A
N

A
I
R
/
VA
N
P
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/
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V
FU
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V
S
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CL
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BMP 1

BIORETENTION BASIN
LATITUDE: N 33° 55' 55.19"
LONGITUDE: W 116° 56' 52.03"

NOT A PART
PARCEL 1 PARCEL 2
BEAUMONT, CA 92223
PW 2021-0728; 1675 E EIGHTH STREET

EXHIBIT B - BMP LOCATION MAP
EXHIBIT "B"

BMP LOCATION MAP
0 GRAPHIC SCALE IN FEET
##

12.5 25 50
NORTH
DocuSign Envelope ID: 203D7CCC-4F9C-4589-8B9C-0227D5800F05

37 Appendix 10: Educational Materials
BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information

193

Whatisstormwaterrunoff?
Whyisstormwaterrunoff
aproblem?
Theeffectsofpollution
Stormwater runoff occurs when precipitation
from rain or snowmelt flows over the ground.

Impervious surfaces like driveways, sidewalks,
and streets prevent stormwater from
naturally soaking into the ground.

Stormwater can pick up debris, chemicals, dirt, and other pollutants and flow into a storm sewer system or directly to a lake, stream, river, wetland, or coastal water. Anything that enters a storm sewer system is discharged untreated into the waterbodies we use for swimming, fishing, and providing drinking water.

Polluted stormwater runoff can have
many adverse effects on plants, fish,
animals, and people.

Sediment can cloud the water
and make it difficult or
impossible for aquatic plants to
grow. Sediment also can
.destroy aquatic habitats
Excess nutrients can cause
algae blooms. When algae die,
they sink to the bottom and decompose
in a process that removes oxygen from
the water. Fish and other aquatic
organisms can’t exist in water with low
dissolved oxygen levels.

Bacteria and other pathogens can wash
into swimming areas and create health
hazards, often making beach closures
necessary.

Debris—plastic bags, six-pack rings, bottles, and
cigarette butts—washed into waterbodies can choke, suffocate, or disable aquatic life like ducks, fish, turtles, and birds.

Household hazardous wastes like insecticides, pesticides, paint, solvents, used motor oil, and other auto fluids can poison aquatic life.

Land animals and people can become sick or die from eating diseased fish and shellfish or ingesting polluted water.

Polluted stormwater often
affects drinking water
sources. This, in turn, can
affect human health and
increase drinking water
treatment costs.

AftertheStorm
EPA 833-B-03-002
January 2003
For more information contact:
or visit
www.epa.gov/npdes/stormwater
www.epa.gov/nps
ACitizen’sGuideto
UnderstandingStormwater

WHEN IT RAINS

IT DRAINS

WHEN IT RAINS
IT DRAINS Internet Address (URL) HTTP:// www.epa.gov
Recycled/Recyclable Printed With Vegetable
Oil Based Inks on 100% Postconsumer,
Process Chlorine Free Recycled Paper
●
●

Auto care
Washing your car and
degreasing auto parts at home
can send detergents and other
contaminants through the
storm sewer system. Dumping
automotive fluids into storm
drains has the same result as
dumping the materials directly
into a waterbody.

Pet waste
Pet waste can be
a major source of
bacteria and
excess nutrients
in local waters.

When walking
your pet,
remember to pick up the
waste and dispose of it
properly. Flushing pet
waste is the best disposal
method. Leaving pet waste
on the ground increases
public health risks by
allowing harmful bacteria
and nutrients to wash into
the storm drain and
eventually into local
waterbodies.

Septic
systems
Leaking and
poorly
maintained
septic
systems release nutrients and
pathogens (bacteria and
viruses) that can be picked up
by stormwater and discharged
into nearby waterbodies.

Pathogens can cause public
health problems and
environmental concerns.

Lawn care
Excess fertilizers
and pesticides
applied to lawns
and gardens wash
off and pollute
streams. In
addition, yard
clippings and
leaves can wash
into storm drains and contribute
nutrients and organic matter to streams.

Education is essential to changing people's behavior.

Signs and markers near storm drains warn residents
that pollutants entering the drains will be carried
untreated into a local waterbody.Recycle or properly dispose of household products that contain chemicals, such as insecticides, pesticides, paint, solvents, and used motor oil and other auto fluids.

Don’t pour them onto the ground or into storm drains.

Use a commercial car wash that treats or
recycles its wastewater, or wash your car on
your yard so the water infiltrates into the
ground.

Repair leaks and dispose of used auto fluids
and batteries at designated drop-off or
recycling locations.

Don’t overwater your lawn. Consider
using a soaker hose instead of a
sprinkler.

Use pesticides and fertilizers
sparingly. When use is necessary, use
these chemicals in the recommended
amounts. Use organic mulch or safer
pest control methods whenever
possible.

Compost or mulch yard waste. Don’t
leave it in the street or sweep it into
storm drains or streams.

Cover piles of dirt or mulch being
used in landscaping projects.

Inspect your system every
3 years and pump your
tank as necessary (every 3
to 5 years).

Don't dispose of
household hazardous
waste in sinks or toilets.

Dirt, oil, and debris that collect in
parking lots and paved areas can be
washed into the storm sewer system
and eventually enter local
waterbodies.

Sweep up litter and debris from
sidewalks, driveways and parking lots,
especially around storm drains.

Cover grease storage and dumpsters
and keep them clean to avoid leaks.

Report any chemical spill to the local
hazardous waste cleanup team.

They’ll know the best way to keep
spills from harming the environment.

Erosion controls that aren’t maintained can cause
excessive amounts of sediment and debris to be
carried into the stormwater system. Construction
vehicles can leak fuel, oil, and other harmful fluids
that can be picked up by stormwater and
deposited into local waterbodies.

Divert stormwater away from disturbed or
exposed areas of the construction site.

Install silt fences, vehicle mud removal areas,
vegetative cover, and other sediment and
erosion controls and properly maintain them,
especially after rainstorms.

Prevent soil erosion by minimizing disturbed
areas during construction projects, and seed
and mulch bare areas as soon as possible.

Uncovered fueling stations allow spills to be
washed into storm drains. Cars waiting to be
repaired can leak fuel, oil, and other harmful
fluids that can be picked up by stormwater.

Clean up spills immediately and properly
dispose of cleanup materials.

Provide cover over fueling stations and
design or retrofit facilities for spill
containment.

Properly maintain fleet vehicles to prevent
oil, gas, and other discharges from being
washed into local waterbodies.

Install and maintain oil/water separators.

Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and pesticides can poison aquatic animals and lead to destructive algae blooms. Livestock in streams can contaminate waterways with bacteria, making them unsafe for human contact.

Keep livestock away from streambanks and provide
them a water source away from waterbodies.

Store and apply manure away from waterbodies and in
accordance with a nutrient management plan.

Vegetate riparian areas along waterways.

Rotate animal grazing to prevent soil erosion in fields.

Apply fertilizers and pesticides according to label
instructions to save money and minimize pollution.

Permeable Pavement
Rain Barrels
Rain Gardens and
Grassy Swales
Vegetated Filter Strips
—Traditional concrete and
asphalt don’t allow water to soak into the ground.

Instead these surfaces rely on storm drains to
divert unwanted water. Permeable pavement
systems allow rain and snowmelt to soak through,
decreasing stormwater runoff.
—You can
collect rainwater from
rooftops in mosquito-
proof containers. The
water can be used later on
lawn or garden areas.
—Specially
designed areas planted
with native plants can provide natural places for
rainwater to collect
and soak into the
ground. Rain from
rooftop areas or paved
areas can be diverted
into these areas rather
than into storm drains.
—Filter strips are areas of
native grass or plants created along roadways or
streams. They trap the pollutants stormwater
picks up as it flows across driveways and streets.

Residential landscaping
Improperly managed logging operations can result in erosion and sedimentation.

Conduct preharvest planning to prevent erosion and lower costs.

Use logging methods and equipment that minimize soil disturbance.

Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor.

Construct stream crossings so that they minimize erosion and physical changes to streams.

Expedite revegetation of cleared areas.

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Housekeeping Practices SC-60
January 2003 California Stormwater BMP Handbook 1 of 3
Municipal
www.cabmphandbooks.com
Description
Promote efficient and safe housekeeping practices (storage, use, and cleanup) when handling potentially harmful materials such as fertilizers, pesticides, cleaning solutions, paint products, automotive products, and swimming pool chemicals. Related information is provided in BMP fact sheets SC-11 Spill
Prevention, Control & Cleanup and SC-34 Waste Handling & Disposal.

Approach
Pollution Prevention
Purchase only the amount of material that will be needed for foreseeable use. In most cases this will result in cost savings in both purchasing and disposal. See SC-61 Safer Alternative Products for additional information.

Be aware of new products that may do the same job with less environmental risk and for less or the equivalent cost. Total cost must be used here; this includes purchase price,
transportation costs, storage costs, use related costs, clean up costs and disposal costs.

Suggested Protocols
General
Keep work sites clean and orderly. Remove debris in a timely fashion. Sweep the area.

Dispose of wash water, sweepings, and sediments, properly.

Recycle or dispose of fluids properly.

Establish a daily checklist of office, yard and plant areas to confirm cleanliness and adherence to proper storage and security. Specific employees should be assigned specific inspection responsibilities and given the authority to remedy any problems found.

Post waste disposal charts in appropriate locations detailing for each waste its hazardous nature (poison, corrosive, flammable), prohibitions on its disposal (dumpster, drain, sewer) and the recommended disposal method (recycle,
sewer, burn, storage, landfill).

Summarize the chosen BMPs applicable to your operation and post them in appropriate conspicuous places.

Objectives
Cover
Contain
Educate
Reduce/Minimize
Product Substitution
Targeted Constituents
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Oxygen Demanding

SC-60 Housekeeping Practices
2 of 3 California Stormwater BMP Handbook January 2003
Municipal
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Require a signed checklist from every user of any hazardous material detailing amount taken, amount used, amount returned and disposal of spent material.

Do a before audit of your site to establish baseline conditions and regular subsequent audits to note any changes and whether conditions are improving or deteriorating.

Keep records of water, air and solid waste quantities and quality tests and their disposition.

Maintain a mass balance of incoming, outgoing and on hand materials so you know when there are unknown losses that need to be tracked down and accounted for.

Use and reward employee suggestions related to BMPs, hazards, pollution reduction, work place safety, cost reduction, alternative materials and procedures, recycling and disposal.

Have, and review regularly, a contingency plan for spills, leaks, weather extremes etc. Make sure all employees know about it and what their role is so that it comes into force automatically.

Training
Train all employees, management, office, yard, manufacturing, field and clerical in BMPs and pollution prevention and make them accountable.

Train municipal employees who handle potentially harmful materials in good housekeeping practices.

Train personnel who use pesticides in the proper use of the pesticides. The California Department of Pesticide Regulation license pesticide dealers, certify pesticide applicators and conduct onsite inspections.

Train employees and contractors in proper techniques for spill containment and cleanup.

The employee should have the tools and knowledge to immediately begin cleaning up a spill if one should occur.

Spill Response and Prevention
Refer to SC-11, Spill Prevention, Control & Cleanup.

Keep your Spill Prevention Control and Countermeasure (SPCC) plant up-to-date, and implement accordingly.

Have spill cleanup materials readily available and in a known location.

Cleanup spills immediately and use dry methods if possible.

Properly dispose of spill cleanup material.

Other Considerations
There are no major limitations to this best management practice.

There are no regulatory requirements to this BMP. Existing regulations already require municipalities to properly store, use, and dispose of hazardous materials

Housekeeping Practices SC-60
January 2003 California Stormwater BMP Handbook 3 of 3
Municipal
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Requirements
Costs
Minimal cost associated with this BMP. Implementation of good housekeeping practices may result in cost savings as these procedures may reduce the need for more costly BMPs.

Maintenance
Ongoing maintenance required to keep a clean site. Level of effort is a function of site size and type of activities.

Supplemental Information
Further Detail of the BMP
The California Integrated Waste Management Board’s Recycling Hotline, 1-800-553-2962, provides information on household hazardous waste collection programs and facilities.

Examples
There are a number of communities with effective programs. The most pro-active include Santa Clara County and the City of Palo Alto, the City and County of San Francisco, and the Municipality of Metropolitan Seattle (Metro).

References and Resources
British Columbia Lake Stewardship Society. Best Management Practices to Protect Water Quality from Non-Point Source Pollution. March 2000.
http://www.nalms.org/bclss/bmphome.html#bmp
King County Stormwater Pollution Control Manual - http://dnr.metrokc.gov/wlr/dss/spcm.htm Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities, Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July, 1998, Revised by California Coastal Commission, February 2002.

Orange County Stormwater Program
http://www.ocwatersheds.com/stormwater/swp_introduction.asp San Mateo STOPPP - ( http://stoppp.tripod.com/bmp.html)

Plaza and Sidewalk Cleaning SC-71
January 2003 California Stormwater BMP Handbook 1 of 5
Municipal
www.cabmphandbooks.com
Description
Pollutants on sidewalks and other pedestrian traffic areas and plazas are typically due to littering and vehicle use. This fact sheet describes good housekeeping practices that can be incorporated into the municipality’s existing cleaning and maintenance program.

Approach
Pollution Prevention
Use dry cleaning methods whenever practical for surface cleaning activities.

Use the least toxic materials available (e.g. water based paints, gels or sprays for graffiti removal).

Suggested Protocols
Surface Cleaning
Regularly broom (dry) sweep sidewalk, plaza and parking lot areas to minimize cleaning with water.

Dry cleanup first (sweep, collect, and dispose of debris and trash) when cleaning sidewalks or plazas, then wash with or without soap.

Block the storm drain or contain runoff when cleaning with water. Discharge wash water to landscaping or collect water and pump to a tank or discharge to sanitary sewer if allowed. (Permission may be required from local sanitation district.) Objectives
Cover
Contain
Educate
Reduce/Minimize
Product Substitution
Targeted Constituents
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Oxygen Demanding

SC-71 Plaza and Sidewalk Cleaning
2 of 5 California Stormwater BMP Handbook January 2003
Municipal
www.cabmphandbooks.com
Block the storm drain or contain runoff when washing parking areas, driveways or drive- throughs. Use absorbents to pick up oil; then dry sweep. Clean with or without soap.

Collect water and pump to a tank or discharge to sanitary sewer if allowed. Street Repair and Maintenance.

Graffiti Removal
Avoid graffiti abatement activities during rain events.

Implement the procedures under Painting and Paint Removal in SC-70 Roads, Streets, and Highway Operation and Maintenance fact sheet when graffiti is removed by painting over.

Direct runoff from sand blasting and high pressure washing (with no cleaning agents) into a dirt or landscaped area after treating with an appropriate filtering device.

Plug nearby storm drain inlets and vacuum/pump wash water to the sanitary sewer if authorized to do so if a graffiti abatement method generates wash water containing a cleaning compound (such as high pressure washing with a cleaning compound). Ensure that a non-hazardous cleaning compound is used or dispose as hazardous waste, as appropriate.

Surface Removal and Repair
Schedule surface removal activities for dry weather if possible.

Avoid creating excess dust when breaking asphalt or concrete.

Take measures to protect nearby storm drain inlets prior to breaking up asphalt or concrete (e.g. place hay bales or sand bags around inlets). Clean afterwards by sweeping up as much material as possible.

Designate an area for clean up and proper disposal of excess materials.

Remove and recycle as much of the broken pavement as possible to avoid contact with rainfall and stormwater runoff.

When making saw cuts in pavement, use as little water as possible. Cover each storm drain inlet completely with filter fabric during the sawing operation and contain the slurry by placing straw bales, sandbags, or gravel dams around the inlets. After the liquid drains or evaporates, shovel or vacuum the slurry residue from the pavement or gutter and remove from site.

Always dry sweep first to clean up tracked dirt. Use a street sweeper or vacuum truck. Do not dump vacuumed liquid in storm drains. Once dry sweeping is complete, the area may be hosed down if needed. Wash water should be directed to landscaping or collected and pumped to the sanitary sewer if allowed.

Concrete Installation and Repair
Schedule asphalt and concrete activities for dry weather.

Plaza and Sidewalk Cleaning SC-71
January 2003 California Stormwater BMP Handbook 3 of 5
Municipal
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Take measures to protect any nearby storm drain inlets and adjacent watercourses, prior to breaking up asphalt or concrete (e.g. place san bags around inlets or work areas).

Limit the amount of fresh concrete or cement mortar mixed, mix only what is needed for the job.

Store concrete materials under cover, away from drainage areas. Secure bags of cement after they are open. Be sure to keep wind-blown cement powder away from streets, gutters, storm drains, rainfall, and runoff.

Return leftover materials to the transit mixer. Dispose of small amounts of hardened excess concrete, grout, and mortar in the trash.

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.

Protect applications of fresh concrete from rainfall and runoff until the material has dried.

Do not allow excess concrete to be dumped onsite, except in designated areas.

Wash concrete trucks off site or in designated areas on site designed to preclude discharge of wash water to drainage system.

Controlling Litter
Post “No Littering” signs and enforce anti-litter laws.

Provide litter receptacles in busy, high pedestrian traffic areas of the community, at recreational facilities, and at community events.

Cover litter receptacles and clean out frequently to prevent leaking/spillage or overflow.

Clean parking lots on a regular basis with a street sweeper.

Training
Provide regular training to field employees and/or contractors regarding surface cleaning and proper operation of equipment.

Train employee and contractors in proper techniques for spill containment and cleanup.

Use a training log or similar method to document training.

Spill Response and Prevention
Refer to SC-11, Spill Prevention, Control & Cleanup.

Have spill cleanup materials readily available and in a known location.

Cleanup spills immediately and use dry methods if possible.

Properly dispose of spill cleanup material.

SC-71 Plaza and Sidewalk Cleaning
4 of 5 California Stormwater BMP Handbook January 2003
Municipal
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Other Considerations
Limitations related to sweeping activities at large parking facilities may include current sweeper technology to remove oil and grease.

Surface cleaning activities that require discharges to the local sewering agency will require coordination with the agency.

Arrangements for disposal of the swept material collected must be made, as well as accurate tracking of the areas swept and the frequency of sweeping.

Requirements
Costs
The largest expenditures for sweeping and cleaning of sidewalks, plazas, and parking lots are in staffing and equipment. Sweeping of these areas should be incorporated into street sweeping programs to reduce costs.

Maintenance
Not applicable
Supplemental Information
Further Detail of the BMP
Community education, such as informing residents about their options for recycling and waste disposal, as well as the consequences of littering, can instill a sense of citizen responsibility and potentially reduce the amount of maintenance required by the municipality.

Additional BMPs that should be considered for parking lot areas include:

Allow sheet runoff to flow into biofilters (vegetated strip and swale) and infiltration devices.

Utilize sand filters or oleophilic collectors for oily waste in low concentrations.

Arrange rooftop drains to prevent drainage directly onto paved surfaces.

Design lot to include semi-permeable hardscape.

Structural BMPs such as storm drain inlet filters can be very effective in reducing the amount of pollutants discharged from parking facilities during periods of rain.

References and Resources
Bay Area Stormwater Management Agencies Association (BASMAA). 1996. Pollution From Surface Cleaning Folder http://www.basmaa.org
Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July. 1998.

Plaza and Sidewalk Cleaning SC-71
January 2003 California Stormwater BMP Handbook 5 of 5
Municipal
www.cabmphandbooks.com
Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998.

Orange County Stormwater Program
http://www.ocwatersheds.com/stormwater/swp_introduction.asp Santa Clara Valley Urban Runoff Pollution Prevention Program. 1997 Urban Runoff Management Plan. September 1997, updated October 2000.

Santa Clara Valley Urban Runoff Pollution Prevention Program. Maintenance Best Management Practices for the Construction Industry. Brochures: Landscaping, Gardening, and Pool; Roadwork and Paving; and Fresh Concrete and Mortar Application. June 2001.

San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Plan. 2001.

Municipal Activities Model Program Guidance. November.

Landscape Maintenance SC-73
January 2003 California Stormwater BMP Handbook 1 of 6
Municipal
www.cabmphandbooks.com
Description
Landscape maintenance activities include vegetation removal; herbicide and insecticide application; fertilizer application; watering; and other gardening and lawn care practices.

Vegetation control typically involves a combination of chemical (herbicide) application and mechanical methods. All of these maintenance practices have the potential to contribute pollutants to the storm drain system. The major objectives of this BMP are to minimize the discharge of pesticides, herbicides and fertilizers to the storm drain system and receiving waters; prevent the disposal of landscape waste into the storm drain system by collecting and properly disposing of clippings and cuttings, and educating employees and the public.

Approach
Pollution Prevention
Implement an integrated pest management (IPM) program.

IPM is a sustainable approach to managing pests by
combining biological, cultural, physical, and chemical tools.

Choose low water using flowers, trees, shrubs, and
groundcover.

Consider alternative landscaping techniques such as
naturescaping and xeriscaping.

Conduct appropriate maintenance (i.e. properly timed
fertilizing, weeding, pest control, and pruning) to help preserve the landscapes water efficiency.

Objectives
Contain
Educate
Reduce/Minimize
Product Substitution
Targeted Constituents
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Oxygen Demanding

SC-73 Landscape Maintenance
2 of 6 California Stormwater BMP Handbook January 2003
Municipal
www.cabmphandbooks.com
Consider grass cycling (grass cycling is the natural recycling of grass by leaving the clippings on the lawn when mowing. Grass clippings decompose quickly and release valuable nutrients back into the lawn).

Suggested Protocols
Mowing, Trimming, and Weeding
Whenever possible use mechanical methods of vegetation removal (e.g mowing with tractor- type or push mowers, hand cutting with gas or electric powered weed trimmers) rather than applying herbicides. Use hand weeding where practical.

Avoid loosening the soil when conducting mechanical or manual weed control, this could lead to erosion. Use mulch or other erosion control measures when soils are exposed.

Performing mowing at optimal times. Mowing should not be performed if significant rain events are predicted.

Mulching mowers may be recommended for certain flat areas. Other techniques may be employed to minimize mowing such as selective vegetative planting using low maintenance grasses and shrubs.

Collect lawn and garden clippings, pruning waste, tree trimmings, and weeds. Chip if necessary, and compost or dispose of at a landfill (see waste management section of this fact sheet).

Place temporarily stockpiled material away from watercourses, and berm or cover stockpiles to prevent material releases to storm drains.

Planting
Determine existing native vegetation features (location, species, size, function, importance) and consider the feasibility of protecting them. Consider elements such as their effect on drainage and erosion, hardiness, maintenance requirements, and possible conflicts between preserving vegetation and the resulting maintenance needs.

Retain and/or plant selected native vegetation whose features are determined to be beneficial, where feasible. Native vegetation usually requires less maintenance (e.g., irrigation, fertilizer) than planting new vegetation.

Consider using low water use groundcovers when planting or replanting.

Waste Management
Compost leaves, sticks, or other collected vegetation or dispose of at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems.

Place temporarily stockpiled material away from watercourses and storm drain inlets, and berm or cover stockpiles to prevent material releases to the storm drain system.

Reduce the use of high nitrogen fertilizers that produce excess growth requiring more frequent mowing or trimming.

Landscape Maintenance SC-73
January 2003 California Stormwater BMP Handbook 3 of 6
Municipal
www.cabmphandbooks.com
Avoid landscape wastes in and around storm drain inlets by either using bagging equipment or by manually picking up the material.

Irrigation
Where practical, use automatic timers to minimize runoff.

Use popup sprinkler heads in areas with a lot of activity or where there is a chance the pipes may be broken. Consider the use of mechanisms that reduce water flow to sprinkler heads if broken.

Ensure that there is no runoff from the landscaped area(s) if re-claimed water is used for irrigation.

If bailing of muddy water is required (e.g. when repairing a water line leak), do not put it in the storm drain; pour over landscaped areas.

Irrigate slowly or pulse irrigate to prevent runoff and then only irrigate as much as is needed.

Apply water at rates that do not exceed the infiltration rate of the soil.

Fertilizer and Pesticide Management
Utilize a comprehensive management system that incorporates integrated pest management (IPM) techniques. There are many methods and types of IPM, including the following:

Mulching can be used to prevent weeds where turf is absent, fencing installed to keep rodents out, and netting used to keep birds and insects away from leaves and fruit.

Visible insects can be removed by hand (with gloves or tweezers) and placed in soapy water or vegetable oil. Alternatively, insects can be sprayed off the plant with water or in some cases vacuumed off of larger plants.

Store-bought traps, such as species-specific, pheromone-based traps or colored sticky cards, can be used.

Slugs can be trapped in small cups filled with beer that are set in the ground so the slugs can get in easily.

In cases where microscopic parasites, such as bacteria and fungi, are causing damage to plants, the affected plant material can be removed and disposed of (pruning equipment should be disinfected with bleach to prevent spreading the disease organism).

Small mammals and birds can be excluded using fences, netting, tree trunk guards.

Beneficial organisms, such as bats, birds, green lacewings, ladybugs, praying mantis, ground beetles, parasitic nematodes, trichogramma wasps, seed head weevils, and spiders that prey on detrimental pest species can be promoted.

Follow all federal, state, and local laws and regulations governing the use, storage, and disposal of fertilizers and pesticides and training of applicators and pest control advisors.

SC-73 Landscape Maintenance
4 of 6 California Stormwater BMP Handbook January 2003
Municipal
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Use pesticides only if there is an actual pest problem (not on a regular preventative schedule).

Do not use pesticides if rain is expected. Apply pesticides only when wind speeds are low (less than 5 mph).

Do not mix or prepare pesticides for application near storm drains.

Prepare the minimum amount of pesticide needed for the job and use the lowest rate that will effectively control the pest.

Employ techniques to minimize off-target application (e.g. spray drift) of pesticides, including consideration of alternative application techniques.

Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface.

Calibrate fertilizer and pesticide application equipment to avoid excessive application.

Periodically test soils for determining proper fertilizer use.

Sweep pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water.

Purchase only the amount of pesticide that you can reasonably use in a given time period (month or year depending on the product).

Triple rinse containers, and use rinse water as product. Dispose of unused pesticide as hazardous waste.

Dispose of empty pesticide containers according to the instructions on the container label.

Inspection
Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is not occurring. Minimize excess watering, and repair leaks in the irrigation system as soon as they are observed.

Inspect pesticide/fertilizer equipment and transportation vehicles daily.

Training
Educate and train employees on use of pesticides and in pesticide application techniques to prevent pollution. Pesticide application must be under the supervision of a California qualified pesticide applicator.

Train/encourage municipal maintenance crews to use IPM techniques for managing public green areas.

Annually train employees within departments responsible for pesticide application on the appropriate portions of the agency’s IPM Policy, SOPs, and BMPs, and the latest IPM techniques.

Landscape Maintenance SC-73
January 2003 California Stormwater BMP Handbook 5 of 6
Municipal
www.cabmphandbooks.com
Employees who are not authorized and trained to apply pesticides should be periodically (at least annually) informed that they cannot use over-the-counter pesticides in or around the workplace.

Use a training log or similar method to document training.

Spill Response and Prevention
Refer to SC-11, Spill Prevention, Control & Cleanup
Have spill cleanup materials readily available and in a know in location Cleanup spills immediately and use dry methods if possible.

Properly dispose of spill cleanup material.

Other Considerations
The Federal Pesticide, Fungicide, and Rodenticide Act and California Title 3, Division 6, Pesticides and Pest Control Operations place strict controls over pesticide application and handling and specify training, annual refresher, and testing requirements. The regulations generally cover: a list of approved pesticides and selected uses, updated regularly; general application information; equipment use and maintenance procedures; and record keeping.

The California Department of Pesticide Regulations and the County Agricultural Commission coordinate and maintain the licensing and certification programs. All public agency employees who apply pesticides and herbicides in “agricultural use” areas such as parks, golf courses, rights-of-way and recreation areas should be properly certified in accordance with state regulations. Contracts for landscape maintenance should include similar requirements.

All employees who handle pesticides should be familiar with the most recent material safety data sheet (MSDS) files.

Municipalities do not have the authority to regulate the use of pesticides by school districts, however the California Healthy Schools Act of 2000 (AB 2260) has imposed requirements on California school districts regarding pesticide use in schools. Posting of notification prior to the application of pesticides is now required, and IPM is stated as the preferred approach to pest management in schools.

Requirements
Costs
Additional training of municipal employees will be required to address IPM techniques and BMPs. IPM methods will likely increase labor cost for pest control which may be offset by lower chemical costs.

Maintenance
Not applicable

SC-73 Landscape Maintenance
6 of 6 California Stormwater BMP Handbook January 2003
Municipal
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Supplemental Information
Further Detail of the BMP
Waste Management
Composting is one of the better disposal alternatives if locally available. Most municipalities either have or are planning yard waste composting facilities as a means of reducing the amount of waste going to the landfill. Lawn clippings from municipal maintenance programs as well as private sources would probably be compatible with most composting facilities Contractors and Other Pesticide Users
Municipal agencies should develop and implement a process to ensure that any contractor employed to conduct pest control and pesticide application on municipal property engages in pest control methods consistent with the IPM Policy adopted by the agency. Specifically, municipalities should require contractors to follow the agency’s IPM policy, SOPs, and BMPs; provide evidence to the agency of having received training on current IPM techniques when feasible; provide documentation of pesticide use on agency property to the agency in a timely manner.

References and Resources
King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. 1995. King County Surface Water Management. July. On-line:
http://dnr.metrokc.gov/wlr/dss/spcm.htm
Los Angeles County Stormwater Quality Model Programs. Public Agency Activities http://ladpw.org/wmd/npdes/model_links.cfm
Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July. 1998.

Orange County Stormwater Program
http://www.ocwatersheds.com/StormWater/swp_introduction.asp Santa Clara Valley Urban Runoff Pollution Prevention Program. 1997 Urban Runoff Management Plan. September 1997, updated October 2000.

United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Landscaping and Lawn Care. Office of Water. Office of Wastewater Management. On-line: http://www.epa.gov/npdes/menuofbmps/poll_8.htm

Drainage System Maintenance SC-74
January 2003 California Stormwater BMP Handbook 1 of 9
Municipal
www.cabmphandbooks.com
Description
As a consequence of its function, the stormwater conveyance system collects and transports urban runoff that may contain certain pollutants. Maintaining catch basins, stormwater inlets, and other stormwater conveyance structures on a regular basis will remove pollutants, prevent clogging of the downstream conveyance system, restore catch basins’ sediment trapping capacity, and ensure the system functions properly hydraulically to avoid flooding.

Approach
Suggested Protocols
Catch Basins/Inlet Structures
Municipal staff should regularly inspect facilities to ensure the following:

Immediate repair of any deterioration threatening
structural integrity.

Cleaning before the sump is 40% full. Catch basins
should be cleaned as frequently as needed to meet this
standard.

Stenciling of catch basins and inlets (see SC-75 Waste
Handling and Disposal).

Clean catch basins, storm drain inlets, and other conveyance structures in high pollutant load areas just before the wet season to remove sediments and debris accumulated during the summer.

Objectives
Contain
Educate
Reduce/Minimize
Targeted Constituents
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Oxygen Demanding
Photo Credit: Geoff Brosseau

SC-74 Drainage System Maintenance
2 of 9 California Stormwater BMP Handbook January 2003
Municipal
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Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Clean and repair as needed.

Keep accurate logs of the number of catch basins cleaned.

Record the amount of waste collected.

Store wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain.

Dewater the wastes with outflow into the sanitary sewer if permitted. Water should be treated with an appropriate filtering device prior to discharge to the sanitary sewer. If discharge to the sanitary sewer is not allowed, water should be pumped or vacuumed to a tank and properly disposed of. Do not dewater near a storm drain or stream.

Except for small communities with relatively few catch basins that may be cleaned manually, most municipalities will require mechanical cleaners such as eductors, vacuums, or bucket loaders.

Storm Drain Conveyance System
Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup.

Collect flushed effluent and pump to the sanitary sewer for treatment.

Pump Stations
Clean all storm drain pump stations prior to the wet season to remove silt and trash.

Do not allow discharge from cleaning a storm drain pump station or other facility to reach the storm drain system.

Conduct quarterly routine maintenance at each pump station.

Inspect, clean, and repair as necessary all outlet structures prior to the wet season.

Sample collected sediments to determine if landfill disposal is possible, or illegal discharges in the watershed are occurring.

Open Channel
Consider modification of storm channel characteristics to improve channel hydraulics, to increase pollutant removals, and to enhance channel/creek aesthetic and habitat value.

Conduct channel modification/improvement in accordance with existing laws. Any person, government agency, or public utility proposing an activity that will change the natural (emphasis added) state of any river, stream, or lake in California, must enter into a steam or Lake Alteration Agreement with the Department of Fish and Game. The developer-applicant should also contact local governments (city, county, special districts), other state agencies

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(SWRCB, RWQCB, Department of Forestry, Department of Water Resources), and Federal Corps of Engineers and USFWS
Illicit Connections and Discharges
During routine maintenance of conveyance system and drainage structures field staff should look for evidence of illegal discharges or illicit connections:

Is there evidence of spills such as paints, discoloring, etc.

Are there any odors associated with the drainage system Record locations of apparent illegal discharges/illicit connections Track flows back to potential dischargers and conduct aboveground inspections. This can be done through visual inspection of up gradient manholes or alternate techniques including zinc chloride smoke testing, fluorometric dye testing, physical inspection testing, or television camera inspection.

Once the origin of flow is established, require illicit discharger to eliminate the discharge.

Stencil storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as “Dump No Waste Drains to Stream” stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system.

Refer to fact sheet SC-10 Non-Stormwater Discharges.

Illegal Dumping
Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs.

Establish a system for tracking incidents. The system should be designed to identify the following:

Illegal dumping hot spots
Types and quantities (in some cases) of wastes
Patterns in time of occurrence (time of day/night, month, or year) Mode of dumping (abandoned containers, “midnight dumping” from moving vehicles, direct dumping of materials, accidents/spills)
Responsible parties
Post “No Dumping” signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping.

Refer to fact sheet SC-10 Non-Stormwater Discharges.

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The State Department of Fish and Game has a hotline for reporting violations called Cal TIP (1-800-952-5400). The phone number may be used to report any violation of a Fish and Game code (illegal dumping, poaching, etc.).

The California Department of Toxic Substances Control’s Waste Alert Hotline, 1-800- 69TOXIC, can be used to report hazardous waste violations.

Training
Train crews in proper maintenance activities, including record keeping and disposal.

Only properly trained individuals are allowed to handle hazardous materials/wastes.

Train municipal employees from all departments (public works, utilities, street cleaning, parks and recreation, industrial waste inspection, hazardous waste inspection, sewer maintenance) to recognize and report illegal dumping.

Train municipal employees and educate businesses, contractors, and the general public in proper and consistent methods for disposal.

Train municipal staff regarding non-stormwater discharges (See SC-10 Non-Stormwater Discharges).

Spill Response and Prevention
Refer to SC-11, Prevention, Control & Cleanup
Have spill cleanup materials readily available and in a known location.

Cleanup spills immediately and use dry methods if possible.

Properly dispose of spill cleanup material.

Other Considerations
Cleanup activities may create a slight disturbance for local aquatic species. Access to items and material on private property may be limited. Trade-offs may exist between channel hydraulics and water quality/riparian habitat. If storm channels or basins are recognized as wetlands, many activities, including maintenance, may be subject to regulation and permitting.

Storm drain flushing is most effective in small diameter pipes (36-inch diameter pipe or less, depending on water supply and sediment collection capacity). Other considerations associated with storm drain flushing may include the availability of a water source, finding a downstream area to collect sediments, liquid/sediment disposal, and disposal of flushed effluent to sanitary sewer may be prohibited in some areas.

Regulations may include adoption of substantial penalties for illegal dumping and disposal.

Municipal codes should include sections prohibiting the discharge of soil, debris, refuse, hazardous wastes, and other pollutants into the storm drain system.

Private property access rights may be needed to track illegal discharges up gradient.

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Requirements of municipal ordinance authority for suspected source verification testing for illicit connections necessary for guaranteed rights of entry.

Requirements
Costs
An aggressive catch basin cleaning program could require a significant capital and O&M budget. A careful study of cleaning effectiveness should be undertaken before increased cleaning is implemented. Catch basin cleaning costs are less expensive if vacuum street sweepers are available; cleaning catch basins manually can cost approximately twice as much as cleaning the basins with a vacuum attached to a sweeper.

Methods used for illicit connection detection (smoke testing, dye testing, visual inspection, and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the level of impervious area, the density and ages of buildings, and type of land use will determine the level of investigation necessary. Encouraging reporting of illicit discharges by employees can offset costs by saving expense on inspectors and directing resources more efficiently. Some programs have used funds available from “environmental fees” or special assessment districts to fund their illicit connection elimination programs.

Maintenance
Two-person teams may be required to clean catch basins with vactor trucks.

Identifying illicit discharges requires teams of at least two people (volunteers can be used), plus administrative personnel, depending on the complexity of the storm sewer system.

Arrangements must be made for proper disposal of collected wastes.

Requires technical staff to detect and investigate illegal dumping violations, and to coordinate public education.

Supplemental Information
Further Detail of the BMP
Storm Drain flushing
Sanitary sewer flushing is a common maintenance activity used to improve pipe hydraulics and to remove pollutants in sanitary sewer systems. The same principles that make sanitary sewer flushing effective can be used to flush storm drains. Flushing may be designed to hydraulically convey accumulated material to strategic locations, such as to an open channel, to another point where flushing will be initiated, or over to the sanitary sewer and on to the treatment facilities, thus preventing re-suspension and overflow of a portion of the solids during storm events.

Flushing prevents “plug flow” discharges of concentrated pollutant loadings and sediments. The deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging.

Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. An upstream manhole is selected to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to

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cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum pump, releasing the backed up water and resulting in the cleaning of the storm drain segment.

To further reduce the impacts of stormwater pollution, a second inflatable device, placed well downstream,may be used to re-collect the water after the force of the flushing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to re-collect the flushed waters.

It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65- 75 percent for organics and 55-65 percent for dry weather grit/inorganic material. The percent removal efficiency drops rapidly beyond that. Water is commonly supplied by a water truck, but fire hydrants can also supply water. To make the best use of water, it is recommended that reclaimed water be used or that fire hydrant line flushing coincide with storm drain flushing.

Flow Management
Flow management has been one of the principal motivations for designing urban stream corridors in the past. Such needs may or may not be compatible with the stormwater quality goals in the stream corridor.

Downstream flood peaks can be suppressed by reducing through flow velocity. This can be accomplished by reducing gradient with grade control structures or increasing roughness with boulders, dense vegetation, or complex banks forms. Reducing velocity correspondingly increases flood height, so all such measures have a natural association with floodplain open space. Flood elevations laterally adjacent to the stream can be lowered by increasing through flow velocity.

However, increasing velocity increases flooding downstream and inherently conflicts with channel stability and human safety. Where topography permits, another way to lower flood elevation is to lower the level of the floodway with drop structures into a large but subtly excavated bowl where flood flows we allowed to spread out.

Stream Corridor Planning
Urban streams receive and convey stormwater flows from developed or developing watersheds.

Planning of stream corridors thus interacts with urban stormwater management programs. If local programs are intended to control or protect downstream environments by managing flows delivered to the channels, then it is logical that such programs should be supplemented by management of the materials, forms, and uses of the downstream riparian corridor. Any proposal for steam alteration or management should be investigated for its potential flow and stability effects on upstream, downstream, and laterally adjacent areas. The timing and rate of flow from various tributaries can combine in complex ways to alter flood hazards. Each section of channel is unique, influenced by its own distribution of roughness elements,management activities, and stream responses.

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Flexibility to adapt to stream features and behaviors as they evolve must be included in stream reclamation planning. The amenity and ecology of streams may be enhanced through the landscape design options of 1) corridor reservation, 2) bank treatment, 3) geomorphic restoration, and 4) grade control.

Corridor reservation - Reserving stream corridors and valleys to accommodate natural stream meandering, aggradation, degradation, and over bank flows allows streams to find their own form and generate less ongoing erosion. In California, open stream corridors in recent urban developments have produced recreational open space, irrigation of streamside plantings, and the aesthetic amenity of flowing water.

Bank treatment - The use of armoring, vegetative cover, and flow deflection may be used to influence a channel’s form, stability, and biotic habitat. To prevent bank erosion, armoring can be done with rigid construction materials, such as concrete, masonry, wood planks and logs, riprap, and gabions. Concrete linings have been criticized because of their lack of provision of biotic habitat. In contrast, riprap and gabions make relatively porous and flexible linings.

Boulders, placed in the bed reduce velocity and erosive power.

Riparian vegetation can stabilize the banks of streams that are at or near a condition of equilibrium. Binding networks of roots increase bank shear strength. During flood flows, resilient vegetation is forced into erosion-inhibiting mats. The roughness of vegetation leads to lower velocity, further reducing erosive effects. Structural flow deflection can protect banks from erosion or alter fish habitat. By concentrating flow, a deflector causes a pool to be scoured in the bed.

Geomorphic restoration – Restoration refers to alteration of disturbed streams so their form and behavior emulate those of undisturbed streams. Natural meanders are retained, with grading to gentle slopes on the inside of curves to allow point bars and riffle-pool sequences to develop. Trees are retained to provide scenic quality, biotic productivity, and roots for bank stabilization, supplemented by plantings where necessary.

A restorative approach can be successful where the stream is already approaching equilibrium.

However, if upstream urbanization continues new flow regimes will be generated that could disrupt the equilibrium of the treated system.

Grade Control - A grade control structure is a level shelf of a permanent material, such as stone, masonry, or concrete, over which stream water flows. A grade control structure is called a sill, weir, or drop structure, depending on the relation of its invert elevation to upstream and downstream channels.

A sill is installed at the preexisting channel bed elevation to prevent upstream migration of nick points. It establishes a firm base level below which the upstream channel can not erode.

A weir or check dam is installed with invert above the preexisting bed elevation. A weir raises the local base level of the stream and causes aggradation upstream. The gradient, velocity, and erosive potential of the stream channel are reduced. A drop structure lowers the downstream invert below its preexisting elevation, reducing downstream gradient and velocity. Weirs and drop structure control erosion by dissipating energy and reducing slope velocity.

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When carefully applied, grade control structures can be highly versatile in establishing human and environmental benefits in stabilized channels. To be successful, application of grade control structures should be guided by analysis of the stream system both upstream and downstream from the area to he reclaimed.

Examples
The California Department of Water Resources began the Urban Stream Restoration Program in 1985. The program provides grant funds to municipalities and community groups to implement stream restoration projects. The projects reduce damages from streambank aid watershed instability arid floods while restoring streams’ aesthetic, recreational, and fish and wildlife values.

In Buena Vista Park, upper floodway slopes are gentle and grassed to achieve continuity of usable park land across the channel of small boulders at the base of the slopes.

The San Diego River is a large, vegetative lined channel, which was planted in a variety of species to support riparian wildlife while stabilizing the steep banks of the floodway.

References and Resources
Ferguson, B.K. 1991. Urban Stream Reclamation, p. 324-322, Journal of Soil and Water Conservation.

Los Angeles County Stormwater Quality. Public Agency Activities Model Program. On-line:
http://ladpw.org/wmd/npdes/public_TC.cfm
Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July. 1998.

Orange County Stormwater Program
http://www.ocwatersheds.com/StormWater/swp_introduction.asp Santa Clara Valley Urban Runoff Pollution Prevention Program. 1997 Urban Runoff Management Plan. September 1997, updated October 2000.

San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) Municipal Activities Model Program Guidance. 2001. Project Clean Water.

November.

United States Environmental Protection Agency (USEPA). 1999. Stormwater Management Fact Sheet Non-stormwater Discharges to Storm Sewers. EPA 832-F-99-022. Office of Water, Washington, D.C. September.

United States Environmental Protection Agency (USEPA). 1999. Stormwater O&M Fact Sheet Catch Basin Cleaning. EPA 832-F-99-011. Office of Water, Washington, D.C. September.

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United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Illegal Dumping Control. On line:
http://www.epa.gov/npdes/menuofbmps/poll_7.htm
United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Storm Drain System Cleaning. On line:
http://www.epa.gov/npdes/menuofbmps/poll_16.htm

Waste Handling and Disposal SC-75
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Description
It is important to control litter to eliminate trash and other materials in stormwater runoff. Waste reduction is a major component of waste management and should be encouraged
through training and public outreach. Management of waste once it is collected may involve reuse, recycling, or proper disposal.

Approach
Pollution Prevention
Reuse products when possible.

Encourage recycling programs with recycling bins, used oil collection, etc.

Suggested Protocols
Solid Waste Collection
Implement procedures, where applicable, to collect,
transport, and dispose of solid waste at appropriate disposal facilities in accordance with applicable federal, state, and local laws and regulations.

Include properly designed trash storage areas. If feasible provide cover over trash storage areas.

Regularly inspect solid waste containers for structural damage. Repair or replace damaged containers as necessary.

Objectives
Cover
Contain
Educate
Reduce/Reuse
Targeted Constituents
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Oxygen Demanding