Moreno Valley City Council
September 1, 2026

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
soils are also considered suitable for pavement support with recommended proofroll and geotechnical inspection/testing. The soils exposed after cutting to the structural fill subgrade should be examined by the geotechnical engineer to document that the soils are suitable for building support. Prior to placement of fill, the exposed surfaces approved for fill placement should be scarified to a depth of at least 6 to 8 inches, moisture conditioned above optimum moisture content and then recompacted to at least 90% of the maximum dry density as determined by Modified Proctor (ASTM D 1557).

Building Foundation
• The proposed structure may be supported by a shallow spread footing foundation system or a mat foundation for a maximum, net allowable soil bearing pressure of 3,500 pounds per square foot (psf) underlain by a minimum 3-foot structural compacted fill layer. Structural loads supported by a mat foundation may be designed for a maximum modulus of subgrade reaction (Ks) of 75 pounds per square inch per inch (psfi/in.).
• Foundation reinforcement should be determined by the structural engineer.

Building Floor Slab
• It is recommended that an on-grade slab be a minimum 4-inch-thick slab-on-grade or turned-down slab, underlain by a minimum 4-inch-thick granular base supported on a properly prepared subgrade consisting of a minimum 1-foot structural fill layer. • A minimum 15-mil vapor barrier is recommended to be directly below the floor slab or base course where required to protect moisture sensitive floor coverings.

New Pavement
• Asphalt Pavements: 3 inches of asphaltic concrete underlain by 4 or 6 inches of base course in parking stall and drive lane areas, respectively.
• Portland Cement Concrete: 6 inches in thickness underlain by 4 inches of base course in high stress areas such as entrance/exit aprons, drive-thru lane and the trash enclosure-loading zone.

Construction Considerations
• Due to anticipated on-site soils, loose to medium dense sandy soils, shallow excavations, up to 5 feet in vertical height, may be adequately sloped for bank stability, where sufficient space is available, temporarily unsurcharged embankments could be sloped back at a 2:1 (h:v) slope gradient. Deeper excavations or excavations where adequate back sloping cannot be performed may require some form of external support such as shoring or bracing. 4045
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

1.0 SCOPE OF SERVICES
This report provides the results of the Geotechnical Engineering Exploration and Analysis that Giles Engineering Associates, Inc. (“Giles”) conducted regarding the proposed development. The Geotechnical Engineering Exploration and Analysis included several separate, but related, service areas referenced hereafter as the Geotechnical Subsurface Exploration Program, Geotechnical Laboratory Services, and Geotechnical Engineering Services. The scope of each service area was narrow and limited, as directed by our client and in consideration of the proposed project. The scope of each service area is briefly explained in this report.

Geotechnical-related recommendations for design and construction of the foundation and groundbearing floor slab for the proposed buildings are provided in this report. Geotechnical-related recommendations are also provided for the proposed driveways. Site preparation recommendations are also given; however, those recommendations are only preliminary since the means and methods of site preparation will depend on factors that were unknown when this report was prepared. Those factors include the weather before and during construction, the water table at the time of construction, subsurface conditions that are exposed during construction, and finalized details of the proposed development.

2.0 SITES AND PROJECT DESCRIPTION

2.1 Site Description
The subject property is at the southeast quadrangle of Indian Street and Alessandro Boulevard, in the city of Moreno Valley, Riverside County, California. Based on internet research, the subject property has a history of being an undeveloped vacant lot, covered with soils and some vegetation. The site is bounded on the north by an existing storage facility, on the east by residential structures, on the south a gas station, commercial buildings and Alessandro Blvd further south, and on the west by Indian Street. The neighboring development consists of a mixture of residential structures and commercial structures.

Based on Google Earth website, the site gently slopes with an approximately 4-ft elevation difference across the site, sloping toward the south (to approximate El. 1579) from the north area (approximately El. 1583).

2.2 Proposed Project Description
It is our understanding that Public Storage will be developing this site by constructing one, 3-story building, with approximately 130,500 GSF with concrete slab-on-grade floor supported by spread footings or a mat foundation, and paved driveways and parking lot areas. The proposed building will have no basement level. A Conceptual Site Plan was provided to Giles. Structural loads were not available at the time this report was prepared, but we have estimated maximum building loads, based 4046
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
on a 10-foot by 10-foot column spacing, to be about 75 to 100 kips for interior columns and 2 to 3 kips per foot for walls. When design loading conditions are final, we should be notified to re-evaluate the conclusions and recommendations contained in this report. The structure is anticipated to be concrete, masonry, and steel.

It is anticipated that the finished floor elevation of the new building will be near or at existing grade.

The finished floor elevation is anticipated to be approximately at El. 1583. Therefore, site grading is anticipated to include minor cut and fills to establish the necessary site grade to accommodate the assumed floor elevation, exclusive of site preparation or over-excavation requirements necessary to create a stable site suited for the proposed development.

3.0 SUBSURFACE EXPLORATION

3.1 Subsurface Exploration
Our subsurface exploration consisted of the drilling of 15 test borings (B-1 through B-15) to depths of approximately 10 to 51.5 feet below existing ground surface utilizing a truck rig with hollow-stem auger drilling equipment. The approximate test boring locations are shown in the Test Boring Location Plan (Figure 1). The Test Boring Location Plan and Test Boring Logs (Records of Subsurface Exploration) are enclosed in Appendix A. Field and laboratory test procedures are enclosed in Appendix B and C, respectively. The terms and symbols used on the Test Boring Logs are defined on the General Notes in Appendix D.

Standard split-spoon tests (SS), also called Standard Penetration Test (SPT), were performed at selected depth intervals in accordance with the American Society for Testing Materials (ASTM) Standard Procedure D 1586. This method consists of mechanically driving an unlined standard splitbarrel sampler 18 inches into the soil with successive 30-inch drops of the 140-pound automatic trip hammer. Blow counts for each 6-inch driving increment were recorded on the exploration logs. The number of blows required to drive the standard split-spoon sampler for the last 12 of the 18 inches was identified as the uncorrected standard penetration resistance (N). Disturbed soil samples from the unlined standard split-spoon samplers were placed in plastic bags and transported to our laboratory for testing. A representative bulk sample, consisting of composite soil materials from the upper soils, was obtained from all borings.

Our subsurface exploration included also the collection of relatively undisturbed soil samples of subsurface soil materials at selected depth intervals from the test borings for laboratory testing purposes. Relatively undisturbed samples were collected (per ASTM D 3550) using a 3-inch outside diameter, modified California split-spoon soil sampler (CS) lined with 1-inch-high brass rings. The sampler was driven with successive 30-inch drops of a hydraulically operated, 140-pound automatic trip hammer. Blow counts for each 6-inch driving increment were recorded on the field exploration logs. The central portions of the driven core samples were placed in sealed containers and transported to our laboratory for testing.
4047
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

At the conclusion of drilling activities, each borehole was backfilled. Even with this service, however, it is important to note that some boreholes backfill settlement or expansion can and will occur over time. This settlement/expansion can create a hazard and should be carefully monitored by the client and/or property owner. The settlement/expansion can lead to the formation of a “trip joint” representing a threat of injury to persons or animals utilizing or accessing the subject property. Giles has not included a cost for monitoring borehole settlement/expansion after the initial drilling activities and will not be performing this service.

3.2 Subsurface Conditions
The subsurface conditions as subsequently described have been simplified somewhat for ease of report interpretation. A more detailed description of the subsurface conditions at the test boring locations is provided by the logs of the test borings enclosed in Appendix A of this report.

Site Geology
Our review of the Geologic Map of the Sunnymead/South ½ of Redlands Quadrangles (Dibblee, Jr., 2003) indicates that the subject site is underlain by Quaternary Surficial Deposits (Qa) consisting of alluvial sand, gravel and clay of valley areas, covered with thick soil.

Soil
Fill and possible fill soils were encountered in the test borings to depths of approximately zero to 3 feet below grade. Fill and native soils have very similar characteristics, and it was difficult to determine the exact geologic contact. Possible fill consisted of medium stiff to hard, moist, sandy silt, trace fine gravel, and medium dense silty sand, fine to medium grained, trace clay, with some mica.

Beneath the possible fill, native soils were encountered within our test borings, which were generally loose to dense, silty sand, poorly graded sand with silt, and clayey sand, fine to medium grained, some coarse, some fine gravel, and stiff to hard sandy silt, silty clay, and sandy clay, fine sand, moist, some mica, and various amount of fine gravel.

Groundwater
Groundwater was encountered at approximately 36 feet below ground in the deep boring (B-8) during our field exploration. Based on a review of GeoTracker website, groundwater was found at 35 feet below grade from a well located approximately 400 feet southeast of our subject site. The historic groundwater level has not been mapped in this area.

Fluctuations of the groundwater table, localized zones of perched water, and rise in soil moisture content should be anticipated during and after the rainy season. Irrigation of landscape areas on or adjacent to the site could also cause fluctuations of local or shallow perched groundwater levels. 4048
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

3.3 Percolation Testing
It is our understanding that an on-site below grade storm water infiltration system is being considered for the subject site. Therefore, two percolation tests were performed to assess the infiltration characteristics of the site soils.

The percolation testing consisted of drilling an 8-inch-diameter hole using a hollow-stem auger, installing a 2-inch-diameter slotted pvc casing with a solid end cap and then surrounding the casing with a granular filter pack. The test holes (B-10 and B-12) were then pre-soaked to a minimum depth of 1 foot above the bottom of the boring. After pre-soaking, test water was added to the casing and refilled after each consecutive percolation test reading. The drop in water level over time is the percolation rate at the test location. The percolation test procedure outlined in the Riverside County Department of Environmental Health was used as a guide in our testing. A summary Table of the test results of the percolation tests is provided below.

The drop in water level over time is the pre-adjusted percolation rate at the test location. The percolation rate was reduced to account for the discharge of water from the sides and bottom of the boring. The Porchet Method, noted below, was used to calculate the design infiltration rate.

Tested Infiltration Rate = ∆H (60r) / ∆t (r + 2Havg)
Where: r is the radius of the test hole (in)
∆H is the change in height over the time interval (in)
∆t is the time interval (min)
Havg is the average head height over the time interval.

The results obtained from our percolation testing are summarized below. The infiltration rates noted below have not been reduced to account for a factor of safety.

Test
Number
Test Depth
(feet)
Design Infiltration Rate
(in/hr) Soil Type
B-10 10 4.38 (SP) – Poorly-graded Sand
B-12 10 2.83 (SP) – Poorly-graded Sand
It should be noted that the infiltration rate of the on-site soils represents a specific area and depth tested and may fluctuate throughout other parts of the site.

4.0 LABORATORY TESTING
Several laboratory tests were performed on selected samples considered representative of those encountered in order to evaluate the engineering properties of the on-site soils. The following is a brief description of our laboratory test results.
4049
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

In Situ Moisture and Density
Tests were performed on select samples from the test borings to determine the subsoils dry density and natural moisture contents in accordance with Test Method ASTM D 2216. The results of these tests are included in the Test Boring Logs enclosed in Appendix A.

Expansive Potential
To evaluate the expansion potential of the near surface soils encountered during our subsurface exploration, a representative bulk soil sample collected from the upper soils from the test borings was subjected to Expansion Index (EI) testing in accordance with Test Method ASTM D 4829. The result of our expansion index (EI) test indicates that the near surface sample has a very low expansion potential (EI < 5).

Sieve Analysis
Sieve Analyses (Passing No. 200 Sieve) were performed on selected samples to assist in soil classification. These tests were performed in accordance with Test Method ASTM D 1140. The results of the Passing No. 200 Sieve tests are presented in Test Boring Logs in Appendix A.

Soluble Sulfate Analysis and Soil Corrosivity
A representative bulk sample of the near surface soils which may contact shallow buried utilities and structural concrete was used to perform to determine the corrosion potential for buried ferrous metal conduits and the concentrations present of water-soluble sulfate which could result in chemical attack of cement. The following table presents the results of our laboratory testing.

Parameter Bulk Sample
0 to 5 feet
pH 7.1
Chloride 223 ppm
Sulfate 0.0207%
Resistivity 8,100 ohm-cm
The chloride content of near-surface soils was determined for a selected sample in accordance with California Test Method No. 422. The results of this test indicated that tested on-site soils have a moderate exposure to chloride.

The results of limited testing of soil pH and minimum resistivity were determined in accordance with California Test Method No. 643. The test results for pH indicated the tested soil was neutral. The results from the minimum resistivity test generally indicate that the tested soils have a moderately corrosive potential when in contact with ferrous materials. Therefore, special protection for underground cast iron pipe or ductile pipe may be warranted depending on the actual materials in contact with the pipe. We recommend that a corrosion engineer review these results in order to provide specific recommendations for corrosion protection as well as appropriate recommendations for other types of buried metal structures.
4050
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

A representative sample of the near surface soils which may contact shallow buried utilities and structural concrete was performed to determine the concentrations present of water-soluble sulfate which could result in chemical attack of cement. Our laboratory test data indicated that near surface soils contain approximately 0.0207 percent of water-soluble sulfates. Based on Section 1904.1 of the California Building Code (CBC), concrete that may be exposed to sulfate containing soils shall comply with the provisions of ACI 318, Section 4.3. Therefore, according to Table 4.3.1 of the ACI 318 a negligible exposure to sulfate can be expected for concrete placed in contact with the tested on-site soils. No special sulfate resistant cement is considered necessary for concrete which will be in contact with the tested on-site soils.

5.0 GEOLOGIC AND SEISMIC HAZARDS

5.1 Liquefaction
According to the City of Moreno Valley Safety Elements, Map S-2, Liquefaction Hazards, the site is located within a low to moderate liquefaction susceptibility zone. During our field exploration, drilled to a maximum depth of 51.5 feet bgs, groundwater was encountered at approximately 36 feet below ground surface (bgs). Based GeoTracker, groundwater was found be about 35 feet bgs from a nearby well. Silt and Clay soil types interbedded with sandy layers were found at those depths based on our recent field exploration. Therefore, based on encountered groundwater level and soil type a liquefaction analysis for this site was performed.

5.2 Active Fault Zones
Based on the City of Moreno Valley, Riverside County Seismic and Geologic Hazards, dated 2019, Map S-1, Fault Zones and the Special Studies Zones for the Sunnymead Quadrangle (CGS, 1974), the site is not located within any active faults zone. The potential for fault rupture through the site is, therefore, considered to be low. The site may however be subject to strong groundshaking during seismic activity.

6.0 CONCLUSIONS AND RECOMMENDATIONS
Conditions imposed by the proposed development have been evaluated on the basis of the assumed floor elevation and engineering characteristics of the subsurface materials encountered during our subsurface investigation and their anticipated behavior both during and after construction.

Conclusions and recommendations presented for the design of building foundations, floor slab, and pavement along with site preparation recommendations and construction considerations are discussed in the following sections of this report.

From a soils engineering point of view, the subject property is considered geotechnically suitable for the proposed new development provided the following recommendations are incorporated in the design and construction of the project.
4051
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

We recommend that Giles Engineering Associates, Inc. be involved in the review of the grading and foundation plans for the site to ensure our recommendations are interpreted correctly. Based on the results of our review, modifications to our recommendations or the plans may be warranted.

Effect of Proposed Grading and Construction on Adjacent Property It is our opinion that the proposed construction and grading will be safe against geotechnical hazards from landslides, settlement, or slippage and the proposed work will not adversely affect the geologic stability of the adjacent property provided grading and construction are performed in compliance with the local city code and in accordance with the recommendations presented herein.

6.1 Seismic Design Considerations
Faulting/Seismic Design Parameters
The site is not located within any active fault zone. The potential for fault rupture through the site is, therefore, considered to be low. The site may however be subject to strong groundshaking during seismic activity. The proposed structure should be designed in accordance with the current version of the California Building Code (CBC) and applicable local codes. In accordance with ASCE 7, Chapter 20, a Site Classification D is recommended for this site based upon the mapped geological features of the site also verified by test borings.

According to the maps of known active fault near-source zones to be used with the CBC, the San Jacinto fault and its branches are the closest known active faults and located about 4.9 and 6.8 miles from our subject site. The San Jacinto fault would probably generate the most severe site ground motions at the site with an anticipated maximum moment magnitude (Mw) of 7.88 (Hanks).

The proposed structure should be designed in accordance with the current version of the California Building Code (CBC), Minimum Design Loads and Associated Criteria for Buildings and Other Structures ASCE 7, and applicable local codes. The following values are determined by using the SEAOC/OSHPD Seismic Design Map Tool based upon the CBC 2022 and ASCE 7-16. 4052
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

CBC 2022, Earthquake Loads
Site Class Definition (Table 20.3-1 from ASCE 7-16) D
Mapped Spectral Response Acceleration Parameter, Ss (for 0.2 second) 1.579 Mapped Spectral Response Acceleration Parameter, S1 (for 1.0 second) 0.613 Site Coefficient, Fa short period 1.00
Site Coefficient, Fv 1-second period 1.70
Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SMS 1.579 Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SM1 1.042 Design Spectral Response Acceleration Parameter, SDS 1.052 Design Spectral Response Acceleration Parameter, SD1 0.695 MCEG Peak Ground Acceleration adjusted for site class effects, PGAM 0.737 According to Section 11.4.8 of ASCE 7-16 for structural engineering considerations, a ground motion hazard analysis is required and should be performed in accordance with Section 21.2 for structures on Site Class D with S1 greater than or equal to 0.2. However, as an exception to performing the ground motion hazard analysis, the value of the Seismic Response Coefficient (Cs) must be determined by Equation (12.8-2) for values of the fundamental period of the building (T) ≤ 1.5Ts, and taken as 1.5 times the value computed in accordance with either Equation (12.8-3) for TL ≥ 1.5Ts, or Equation (12.8-4) for T > TL.

Liquefaction
A Seismic Hazard Evaluation Report for the area where the subject site is located has not yet been prepared by the CGS (California Geological Survey). However, based on a review of the Moreno Valley Safety Elements, the site is located within a low to moderate liquefaction potential. Based on a review of groundwater information on the State of California GeoTracker website, the depth to groundwater in the vicinity of the site is approximately 35 feet below grade. Accordingly, a detailed liquefaction analysis was considered necessary and performed for this site.

Liquefaction analysis was performed based on the current California Building Code (2022 CBC) and was performed utilizing the Standard Penetration Test (SPT) data from Test Boring B-8. The NCEER method (1998) was applied as presented by Youd, et.al (2001). The peak ground acceleration (PGA) and modal magnitude were obtained from the USGS Seismic Ground Motion Design Parameter Tool and USGS Probabilistic Seismic Hazards Deaggregation Tool, respectively. As per ASCE 7-16 guidelines, the maximum considered earthquake geometric mean (MCEG) peak ground acceleration adjusted for the site effects (PGAM) equals to 0.737g and a predominant mean earthquake magnitude of 7.38 was used in our analysis.

The on-site fine-grained soils were evaluated to determine susceptibility to liquefaction during ground shaking in accordance with the criteria outlined within SP117A and the parameters and soil profile mentioned above. Based on our field exploration, laboratory test results, and soil type, the results of 4053
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
our liquefaction evaluation indicate that the ground settlement resulting from the design-level earthquake will be negligible. The results of our liquefaction analysis are provided as Plate A-1 of Appendix A.

Seismic-Induced Settlement
Seismic-induced settlement is often caused by loose to medium dense granular soils densified during ground shaking. To evaluate the site-specific potential for seismic-induced settlement above the groundwater level (assumed at 35 feet), we used the same parameters used in the liquefaction analysis based on the 2022 CBC and ASCE 7-16. Based on the results of our analysis, the seismicinduced settlement is estimated to be on the order of approximately 2.15 inches. However, as a result of over-excavating the upper 5 feet or 3-ft below bottom of the footings, the dry settlement is reduced to 0.40 inches. Therefore, differential settlement may be assumed to be negligible. The results of our analysis performed at Test Boring B-8 are presented as Plate A-2 of Appendix A.

Liquefaction-Induced Lateral Spreading
Lateral spreading of the ground surface during a seismic activity usually occurs along the weak shear zones within a liquefiable soil layer and has been observed to generally take place toward a free face (i.e. retaining wall, slope or channel) and to lesser extend on ground surfaces with a very gentle slope.

Due to absence of any slope or channel within or near the subject site, the potential for lateral spread occurring within the site is considered to be very low.

6.2 Site Development Recommendations
The recommendations for site development as subsequently described are based upon the conditions encountered at the test boring locations and the results of our laboratory testing.

Site Clearing and Preparation
Clearing and demolition operations should include the removal of all landscape vegetation and any existing structural features, within the area of the proposed new building and site improvements. All soils disturbed by grading operations should be removed and/or compacted to provide a competent subgrade, as determined by the project geotechnical engineer.

Should any unusual soil conditions or subsurface structures be encountered during clearing/demolition operations or during grading, they should be brought to the immediate attention of the project geotechnical consultant for corrective recommendations.

Existing Utilities
All existing utilities should be located. Utilities that are not reused should be capped off and removed or properly abandoned in-place in accordance with city codes and ordinances. The excavations made for removed utilities that are in the influence zone of new construction are recommended to be backfilled with structural compacted fill. Underground utilities, which are to be reused or abandoned 4054
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
in-place, are recommended to be evaluated by the structural engineer and utility backfill is recommended to be evaluated by the geotechnical engineer, to determine their potential effect on the new development. If any existing utilities are to be preserved, construction operations must be carefully performed so as not to disturb or damage the existing utility.

Building Area
Due to the variable and low strength characteristics of the near surface onsite soils and the estimated seismic-induced seismic settlement, and to develop uniformity of support, it is recommended that the soils within the proposed new building areas and an appropriate lateral distance beyond (5 feet minimum) be over-excavated to a depth of at least 5 feet below the proposed grade or 3 feet below bottom of foundations and floor slab, whichever is deeper. For the planned subgrade, the existing soils should be proofrolled to remove any unstable materials and the surface compacted to an inplace density of at least 90% of its maximum dry density per ASTM D-1557. The existing soils are considered suitable for foundation and floor support with the recommended 3-foot structural fill layer, and soils are also suitable for pavement support with recommended proofroll and geotechnical inspection/testing. The soils exposed after cutting to the structural fill subgrade should be examined by the geotechnical engineer to document that the soils are suitable for building support. Prior to placement of fill, the exposed surfaces approved for fill placement should be scarified to a depth of at least 6 to 8 inches, moisture conditioned to above the soil’s optimum moisture content, and then recompacted to at least 90% of the maximum dry density as determined by Modified Proctor (ASTM D 1557).

Positive drainage devices such as sloped concrete flatwork, earth swales, and sheet flow gradients in landscape, setback, and easement areas should be designed for the site. The drainage system should drain to a suitable discharge area. The purpose of this drainage system is to reduce water infiltration into the subgrade soils and to direct water away from buildings and site improvements.

All utility trenches backfill should be placed in lifts no greater than 8 inches in thickness, moisture conditioned above optimum moisture content and then compacted to a minimum of 90 percent of the soil’s maximum density near the optimum moisture content. A representative of the project geotechnical engineer should observe and test the backfills to document adequacy of compaction.

Proofroll and Compact Subgrade
Following site clearing, removal or re-compaction of disturbed soils and lowering of site grades where necessary for the 3-foot structural fill layer in the building area, the subgrades within the proposed building, pavement and drive areas should be proofrolled in the presence of the geotechnical engineer with appropriate rubber-tire mounted heavy construction equipment or a loaded truck to detect very loose/soft yielding soil which should be removed to a stable subgrade, or stabilized in place. Any unsuitable materials discovered should be removed and backfilled with structural fill. Following proofrolling and completion of any necessary over-excavation, the subgrades in the building, parking 4055
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
lot and drive areas should be scarified to a depth of 6 to 8 inches, moisture conditioned above the soil’s optimum moisture content, and recompacted to at least 90 percent of the Modified Proctor (ASTM D1557) maximum density. The upper 1 foot of the pavement subgrade should have minimum in-place density of at least 95% of the maximum dry density. Low areas and excavations may then be backfilled in lifts with suitable low-expansive structural compacted fill. The selection, placement and compaction of structural fill should be performed in accordance with the project specifications.

The Guide Specifications included in Appendix D (Modified Proctor) of this report are recommended to be used, at a minimum, as an aid in developing the project specifications. The floor slab subgrade may need to be recompacted prior to slab construction due to weather and equipment traffic effects on the previously compacted soil.

Reuse of On-site Soil
On-site material may be reused as structural compacted fill (if needed) within any new construction area provided they do not contain oversized materials and significant quantities of organic matter or other deleterious materials. All subgrade soil compaction as well as the selection, placement and compaction of new fill soils should be performed in accordance with the project specifications under engineering-controlled conditions.

Subgrade Protection
The near surface soils that are expected to comprise the subgrade are sensitive to water and disturbance from construction activities. Unstable soil conditions will develop if the soils are exposed to moisture increases or are disturbed (rutted) by construction traffic. If unstable soil conditions occur, recommendations for stabilization should be provided by the geotechnical engineer at the time of grading/construction based on the conditions encountered. The site should be graded to prevent water from ponding within construction areas and/or flowing into excavations. Accumulated water must be removed immediately along with any unstable soil. Foundation concrete should be placed and excavations backfilled as soon as possible to protect the bearing grade. The degree of subgrade instability and associated remedial construction is dependent, in part, upon precautions taken by the contractor to protect the subgrade during site development.

Silt fences or other appropriate erosion control devices should be installed in accordance with local, state and federal requirements at the perimeter of the development areas to control sediment from erosion. Since silt fences or other erosion control measures are temporary structures, careful and continuous monitoring and periodic maintenance to remove accumulated soil and/or replacement should be anticipated.

Fill Placement
All fill should be placed in 8-inch-thick maximum loose lift, moisture conditioned above the soil’s optimum moisture content and then compacted to at least 90 percent, or 95 percent in the upper 12 inches of pavement subgrade of the Modified Proctor maximum density. A representative of the 4056
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
project geotechnical consultant should be present on-site during grading operations to document proper placement and compaction of all fill, as well as to verify compliance with the other geotechnical recommendations presented herein.

Import Structural Fill
Any soils imported to the site (if required) for use as structural fill should consist of very low (EI less than 20) expansive soils. Materials designated for import should be submitted to the project geotechnical engineer no less than three working days for evaluation. In addition to expansion criteria, soils imported to the site should exhibit adequate shear strength characteristics for the recommended allowable soil bearing pressure, soluble sulfate content and corrosivity and pavement support characteristics.

6.3 Construction Considerations
Construction Dewatering
Groundwater was encountered at approximately 36 feet bgs during our subsurface exploration to the maximum depth explored (51.5 feet). However, the site may be susceptible to a shallower perched water table due to seasonal precipitation and runoff characteristics of the site. Conventional filtered sump pumps placed in excavations are expected to be suitable for dewatering should any excess water conditions be observed.

Soil Excavation
Some localized slope stability problems may be encountered in steep, unbraced excavations considering the nature of the subsoils. All excavations must be performed in accordance with CALOSHA requirements, which is the responsibility of the contractor. Due to anticipated on-site soils, loose to medium dense sandy soils, shallow excavations, up to 5 feet in vertical height, may be adequately sloped for bank stability, where sufficient space is available, temporarily unsurcharged embankments could be sloped back at a 2:1 (h:v) slope gradient. Deeper excavations or excavations where adequate back sloping cannot be performed may require some form of external support such as shoring or bracing.

6.4 Foundation Recommendations
Vertical Load Capacity – Shallow Foundation
Upon completion of the recommended building pad preparation, it is our opinion the proposed structures may be supported by a shallow foundation system and/or mat slab. Foundations underlain by a minimum 3-foot structural fill layer may be designed for a maximum, net, allowable soil-bearing pressure of 3,500 pounds per square foot (psf). Structural loads supported by a mat foundation may be designed for a maximum modulus of subgrade reaction (Ks) of 75 pounds per square inch per inch 4057
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
(psfi/in.). Minimum foundation widths for walls and columns should be 18 and 24 inches, respectively, for bearing considerations, regardless of actual soil pressure. The maximum bearing value applies to combined dead and sustained live loads. This allowable soil bearing pressure may be increased by one-third for short term wind and/or seismic loads.

Lateral Load Resistance
Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. Passive pressure and friction may be used in combination, without reduction, in determining the total resistance to lateral loads. A one-third increase in the passive pressure value may be used for short duration wind or seismic loads.

A coefficient of friction of 0.35 may be used with dead load forces for footings placed on newly placed compacted fill soil. An allowable passive earth pressure of 400 psf per foot of footing depth (pcf) below the lowest adjacent grade may be used for the sides of footings placed against newly placed structural fill. The maximum recommended allowable passive pressure is 3,500 psf.

Foundation Embedment
The California Building Code (CBC) requires a minimum 12-inch foundation embedment depth.

However, it is recommended that exterior foundations extend at least 18 inches below the adjacent exterior grade for bearing capacity and to provide greater protection of the moisture sensitive bearing soils. Interior footings may be supported at nominal depth below the floor. All footings must be protected against weather and water damage during and after construction and must be supported within suitable bearing materials.

Estimated Foundation Movement
Post-construction total and differential settlement of a shallow foundation system designed and constructed in accordance with the recommendations provided in this report are estimated to be less than 1 and ½ inch, respectively. The estimated differential movement is anticipated to result in an angular distortion of about 0.002 inches per inch on the basis of a minimum clear span of 20 feet for a standard foundation; and 0.001 in./in. on the basis of a minimum clear span of 40 feet for a mat foundation and 0.001 in/in.

Reinforcing
The determination of the actual quantity of steel reinforcing and dimensions should be performed by the project structural engineer.

Bearing Material Criteria
Soil suitable to serve as the structural fill subgrade should exhibit at least a loose relative density (average N value of at least 10) for non-cohesive soils, and an unconfined compressive strength of

1.75 tsf for cohesive soils, for the recommended 3,500 psf allowable soil bearing pressure. For 4058
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.
design and construction estimating purposes, suitable structural fill subgrade soils are expected to be encountered at the recommended 3-foot structural fill depths following the recommended site preparation activities. However, field testing by the Geotechnical Engineer within the structural fill subgrade and the structural fill soils is recommended to document that the foundation support soils possess the minimum strength parameters noted above. Testing may consist of Dynamic Cone Penetration tests (per ASTM Special Publication 399), nuclear gauge, sand cone test, other tests as deemed suitable by the Geotechnical Engineer. If unsuitable bearing soils are encountered, they should be recompacted in-place, if feasible, or excavated to a suitable bearing soil subgrade and to a lateral extent as defined by Item No. 3 of the enclosed Guide Specifications, with the excavation backfilled with structural compacted fill to develop a uniform bearing grade.

6.5 Floor Slab Recommendations
Subgrade
The floor slab subgrade should be prepared in accordance with the appropriate recommendations presented in the Site Development Recommendations section of this report including a minimum 2- foot structural fill layer. Foundation, utility trenches and other below-slab excavations should be backfilled with structural compacted fill in accordance with the project specifications.

Design (Conventional Slab-on-Grade)
The floor of the proposed building is recommended to be designed as a conventional slab-on-grade where the floor slab is independent of the foundations. The at-grade floor slab may be designed based on a maximum modulus of subgrade reaction (ks) of 175 pounds per cubic inch (pci), supported on a properly prepared subgrade consisting of a minimum 3-foot structural fill layer. If desired, the floor slab may be poured monolithically with foundations where the foundations consist of thickened sections thereby using a turned-down slab construction technique. The slab is recommended to be a minimum of 4 inches in thickness. A qualified structural engineer should perform the actual design of the slab to ensure proper thickness and reinforcing.

The floor slab is recommended to be underlain by a 4-inch-thick layer of granular base, which is not included as a portion of the recommended structural fill layer recommended in Section 6.2 Building Area. A 15-mil synthetic sheet should be placed below the floor slab to serve as a vapor retarder where required to protect moisture sensitive floor coverings (i.e. tile, or carpet, etc.) and control moisture through the floor slab. It is recommended that a structural engineer or architect specify the vapor retarder location with careful consideration of concrete curing and the effects of moisture. The vapor retarder is recommended to be in accordance with ASTM E 1745, which is entitled: Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs. If materials underlying the synthetic sheet contain sharp, angular particles, a layer of sand approximately 2 inches thick or a geotextile should be provided to protect it from puncture. An additional 2-inch-thick layer of sand may be needed between the slab and the vapor retarder to promote proper curing. Proper curing techniques are recommended to reduce the potential for shrinkage cracking and slab curling.
4059
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

Estimated Settlement
Post-construction total and differential movements of the floor slab designed and constructed in accordance with the recommendations provided in this report are estimated to be less than ½ and ⅓ inch, respectively. Movements on the order of those estimated for foundations should be expected when the foundation and floor slab are structurally connected or constructed monolithically. The estimated differential movement is anticipated to occur across the short dimension of the structure.

6.6 New Pavement
The following recommendations for the new pavement are intended for vehicular traffic associated with the restaurant development within the subject property.

New Pavement Subgrades
Following completion of the recommended subgrade preparation procedures, the subgrade in areas of new pavement construction is expected to consist of existing on-site soil that exhibit a very low expansion potential. An R-value of 30 has been assumed in the preparation of the pavement design.

It should, however, be recognized that the City of Moreno Valley may require a specific R-value test to verify the use of the following design. It is recommended that this testing, if required, be conducted following completion of rough grading in the proposed pavement areas so that the R-value test results are indicative of the actual pavement subgrade soils. Alternatively, a minimum code pavement section may be required if a specific R-value test is not performed. To use this R-value, all fill added to the pavement subgrade must have pavement support characteristics at least equivalent to the existing soils and must be placed and compacted in accordance with the project specifications.

Asphalt Pavements
The following table presents recommended thicknesses for a new flexible pavement structure consisting of asphaltic concrete over a granular base, along with the appropriate CALTRANS specifications for proper materials and placement procedures. An alternate pavement section has been provided for use in parking stall areas due to the anticipated lower traffic intensity in these areas.

However, care must be used so that truck traffic is excluded from areas where the thinner pavement section is used, since premature pavement distress may occur. In the event that heavy vehicle traffic cannot be excluded from the specific areas, the pavement section recommended for drive lanes should be used throughout the parking lot.
4060
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

Pavement recommendations are based upon CALTRANS design parameters for a twenty-year design period and assume proper drainage and construction monitoring. It is, therefore, recommended that the geotechnical engineer monitors and tests subgrade preparation, and that the subgrade be evaluated immediately before pavement construction.

Portland Concrete Pavements
Portland Cement Concrete pavements are recommended in areas where traffic is concentrated such as the entrance/exit aprons as well as areas subjected to heavy loads such as the trash enclosure loading zone. The preparation of the subgrade soils within concrete pavement areas should be performed as previously described in this report. Portland Cement Concrete pavements in high stress areas are recommended to be at least 6 inches thick containing No. 3 bars at 18-inch on-center both ways placed at mid-height. The pavement should be constructed in accordance with Section 40 of the CALTRANS Standard Specifications. A minimum 4-inch-thick layer of base course (CALTRANS Class 2) is recommended below the concrete pavement. This base course should be compacted to at least 95% of the material’s maximum dry density.

The maximum joint spacing within all of the Portland Cement Concrete pavements is recommended to be 15 feet or less to control shrinkage cracking. Load transfer reinforcing is recommended at construction joints perpendicular to traffic flow if construction joints are not properly keyed. In this event, ¾-inch diameter smooth dowel bars, 18 inches in length placed at 12 inches on-center are recommended where joints are perpendicular to the anticipated traffic flow. Expansion joints are recommended only where the pavement abuts fixed objects such as light standard foundations. Tie bars are recommended at the first joint within the perimeter of the concrete pavement area. Tie bars are recommended to be No. 4 bars at 42-inch on-center spacings and at least 48 inches in length.

ASPHALT PAVEMENTS
Materials Thickness (inches) CALTRANS
Parking Stalls Specifications
(TI=4.0)
Drive Lanes
(TI=5.0)
Asphaltic Concrete
Surface Course (b) 1 1 Section 39, (a)
Asphaltic Concrete
Binder Course (b) 2 2 Section 39, (a)
Crushed
Aggregate
Base Course
4 6 Section 26, Class 2 (R-value at least 78)
NOTES:
(a) Compaction to density between 95 and 100 percent of the 50-Blow Marshall Density (b) The surface and binder course may be combined as a single layer placed in one lift if similar materials are utilized. 4061
Geotechnical Engineering Exploration and Analysis
Proposed Public Storage Facility
SEQ of Indian Street and Alessandro Boulevard
Moreno Valley, California
Project No. 2G-2404001

_________________________________________________________________________ GILES ENGINEERING ASSOCIATES, INC.

General Considerations
Pavement recommendations assume proper drainage and construction monitoring and are based on traffic loads as indicated previously. Pavement designs are based on either PCA or CALTRANS design parameters for twenty (20) year design period. However, these designs are also based on a routine pavement maintenance program and significant asphalt concrete pavement rehabilitation after about 8 to 10 years, in order to obtain a reasonable pavement service life. Due to the presence of variable strength characteristics of the near surface on-site soils, some increased pavement maintenance should be expected.

6.7 Recommended Construction Materials Testing Services The report was prepared assuming that Giles will perform Construction Materials Testing (CMT) services during construction of the proposed development. In general, CMT services are recommended (and expected) to at least include observation and testing of foundation and pavement support soil and other construction materials. It might be necessary for Giles to provide supplemental geotechnical recommendations based on the results of CMT services and specific details of the project not known at this time.

6.8 Basis of Report
This report is based on Giles’ proposal, which is dated April 2, 2024 and is referenced by Giles’ proposal number 2GP-2403019-R. The actual services for the project varied somewhat from those described in the proposal because of the conditions that were encountered while performing the services and in consideration of the proposed project.

This report is strictly based on the project description given earlier in this report. Giles must be notified if any parts of the project description or our assumptions are not accurate so that this report can be amended, if needed. This report is based on the assumption that the facility will be designed and constructed according to the codes that govern construction at the site.

The conclusions and recommendations in this report are based on estimated subsurface conditions as shown on the Records of Subsurface Exploration. Giles must be notified if the subsurface conditions that are encountered during construction of the proposed development differ from those shown on the Records of Subsurface Exploration because this report will likely need to be revised.

General comments and limitations of this report are given in the appendix. © Giles Engineering Associates, Inc. 2024.
4062

APPENDIX A

FIGURES AND TEST BORING LOGS
The Test Boring Location Plan contained herein was prepared based upon information supplied by Giles’ client, or others, along with Giles’ field measurements and observations. The diagram is presented for conceptual purposes only and is intended to assist the reader in report interpretation.

The Test Boring Logs and related information enclosed herein depict the subsurface (soil and water) conditions encountered at the specific boring locations on the date that the exploration was performed. Subsurface conditions may differ between boring locations and within areas of the site that were not explored with test borings. The subsurface conditions may also change at the boring locations over the passage of time.
4063
INDIAN ST. ACCESS ROAD
PHEASANT KNOLL LN. ALESSANDRO BLVD. ACCESS ROAD GAS STATION (24500 ALESSANDRO BLVD.) AUTOZONE (24570 ALESSANDRO BLVD.) SELF STORAGE (13870 INDIAN ST.) RESIDENTIAL MEDICAL BUILDING (13925 INDIAN ST.) SIDEWALK PROPOSED BUILDING PROPOSED CURBING DATE CAD No. 05-20-24 2G-2404001 TEST BORING LOCATION PLAN PROJECT NO.: MORENO VALLEY, CALIFORNIA DESIGNED WML PROPOSED PUBLIC STORAGE FACILITY FIGURE 1 DRAWN SCALE approx. 1"=50' REVISED 2g2404001-blp -- NEQ OF INDIAN ST. AND ALESSANDRO BLVD. 0 25' 50' APPROXIMATE SCALE NOTES: 1.) TEST BORING LOCATIONS ARE APPROXIMATE. 2.) PROPOSED FEATURES ARE APPROXIMATE BASED ON THE "SITE PLAN", DATED 2-27-2024, PROVIDED BY THE CLIENT. ILES NGINEERING SSOCIATES, INC. www.gilesengr.com 733 W. TAFT AVENUE ORANGE, CA 92865 (714)279-0817 LEGEND: GEOTECHNICAL TEST BORING APPROXIMATE SITE BOUNDARY PERCOLATION TEST BORING GEOTECHNICAL TEST BORING / 4064 DIRECT SHEAR TEST (ASTM D3080)
Boring No. B-6 Depth 3.5 -ft
Soil Type: (SP-SM) - Poorly-graded Sand with Silt
Sample Condition: Saturated Initial Specimen Properties:

Diameter (in.) 2.4
Height (in.) 1.0
In-Situ Moisture Content (%) 4.1
PROJECT: Public Storage Facility Remolded Density (pcf) N/A Moreno Valley, CA Dry Density (pcf) 104.3
CLIENT: Public Storage LL n/a
PROJECT NO.: 2G-2404001 PL n/a
DATE: May 2024 C (psf) 40
PHI (degrees)-Ultimate 35
FIGURE No.: 2
0 1000
2000
3000
4000
0 1000 2000 3000 4000
SHEAR STRENGTH (psf)
NORMAL STRESS (psf)
Peak
Ultimate
4065
Classification (SP-SM) - Poorly-graded Sand with Silt
Boring No. B-6
Sample No. 2-CS Initial Moisture Content (%) 4.1
Depth (ft.) 3.5 ft Final Moisture Content (%) 13.2
Elevation (ft.) 1576 Natural Density (pcf) 111.2
Liquid Limit N/A Initial Dry Density (pcf) 106.8
Plastic Limit N/A Final Dry Density (pcf) 107.0
Specimen Diameter (in.) 2.42 Collapse at 800 psf 0.20%
Initial Specimen Thickness (in.) 1.00
Sample inundated with water at 800 psf pressure

Project: Public Storage Facility
Moreno Valley, CA
Client: Public Storage
Project No.: 2G-2404001
Figure No.: 3
CONSOLIDATION / SWELL / COLLAPSE TEST ASTM D2435/ASTM D5333 OFFICE: 714-279-0817 FAX : 714-279-9687
GILES ENGINEERING ASSOCIATES, INC.
-GEOTECHNICAL, ENVIRONMENTAL, AND CONSTRUCTION MATERIALS733 W. TAFT AVENUE, ORANGE, CALIFORNIA -0.010

0.000

0.010

0.020

0.030

0.040

0.050

0.060

0.070

0.080

0.090

0.100
10 100 1000 10000 100000
CONSOLIDATION STRAIN (in/in)
VERTICAL LOAD (psf)
4066
Classification (SM) - Silty Sand
Boring No. B-14
Sample No. 2-CS Initial Moisture Content (%) 9.3
Depth (ft.) 3.5 ft Final Moisture Content (%) 13.5
Elevation (ft.) 1579 Natural Density (pcf) 127.6
Liquid Limit N/A Initial Dry Density (pcf) 116.8
Plastic Limit N/A Final Dry Density (pcf) 116.8
Specimen Diameter (in.) 2.42 Collapse at 800 psf 0.01%
Initial Specimen Thickness (in.) 1.00
Sample inundated with water at 800 psf pressure

Project: Public Storage Facility
Moreno Valley, CA
Client: Public Storage
Project No.: 2G-2404001
Figure No.: 4
CONSOLIDATION / SWELL / COLLAPSE TEST ASTM D2435/ASTM D5333 OFFICE: 714-279-0817 FAX : 714-279-9687
GILES ENGINEERING ASSOCIATES, INC.
-GEOTECHNICAL, ENVIRONMENTAL, AND CONSTRUCTION MATERIALS733 W. TAFT AVENUE, ORANGE, CALIFORNIA -0.010

0.000

0.010

0.020

0.030

0.040

0.050

0.060

0.070

0.080

0.090

0.100
10 100 1000 10000 100000
CONSOLIDATION STRAIN (in/in)
VERTICAL LOAD (psf)
4067
Classification (SM) - Silty Sand
Boring No. B-15
Sample No. 3-CS Initial Moisture Content (%) 3.8
Depth (ft.) 6 ft Final Moisture Content (%) 13.5
Elevation (ft.) 1577 Natural Density (pcf) 115.4
Liquid Limit N/A Initial Dry Density (pcf) 111.2
Plastic Limit N/A Final Dry Density (pcf) 111.2
Specimen Diameter (in.) 2.42 Collapse at 800 psf 0.00%
Initial Specimen Thickness (in.) 1.00
Sample inundated with water at 800 psf pressure

Project: Public Storage Facility
Moreno Valley, CA
Client: Public Storage
Project No.: 2G-2404001
Figure No.: 5
CONSOLIDATION / SWELL / COLLAPSE TEST ASTM D2435/ASTM D5333 OFFICE: 714-279-0817 FAX : 714-279-9687
GILES ENGINEERING ASSOCIATES, INC.
-GEOTECHNICAL, ENVIRONMENTAL, AND CONSTRUCTION MATERIALS733 W. TAFT AVENUE, ORANGE, CALIFORNIA -0.010

0.000

0.010

0.020

0.030

0.040

0.050

0.060

0.070

0.080

0.090

0.100
10 100 1000 10000 100000
CONSOLIDATION STRAIN (in/in)
VERTICAL LOAD (psf)
4068
Classification (SC) - Clayey Sand
Boring No. B-1
Sample No. 4-CS Initial Moisture Content (%) 10.0
Depth (ft.) 10 ft Final Moisture Content (%) 12.2
Elevation (ft.) 1573 Natural Density (pcf) 137.1
Liquid Limit N/A Initial Dry Density (pcf) 124.6
Plastic Limit N/A Final Dry Density (pcf) 124.6
Specimen Diameter (in.) 2.42 Collapse at 800 psf 0.02%
Initial Specimen Thickness (in.) 1.00
Sample inundated with water at 800 psf pressure

Project: Public Storage Facility
Moreno Valley, CA
Client: Public Storage
Project No.: 2G-2404001
Figure No.: 6
CONSOLIDATION / SWELL / COLLAPSE TEST ASTM D2435/ASTM D5333 OFFICE: 714-279-0817 FAX : 714-279-9687
GILES ENGINEERING ASSOCIATES, INC.
-GEOTECHNICAL, ENVIRONMENTAL, AND CONSTRUCTION MATERIALS733 W. TAFT AVENUE, ORANGE, CALIFORNIA -0.010

0.000

0.010

0.020

0.030

0.040

0.050

0.060

0.070

0.080

0.090

0.100
10 100 1000 10000 100000
CONSOLIDATION STRAIN (in/in)
VERTICAL LOAD (psf)
4069
Classification (SM) - Silty Sand
Boring No. B-13
Sample No. 4-CS Initial Moisture Content (%) 2.4
Depth (ft.) 10 ft Final Moisture Content (%) 12.3
Elevation (ft.) 1571 Natural Density (pcf) 118.8
Liquid Limit N/A Initial Dry Density (pcf) 116.0
Plastic Limit N/A Final Dry Density (pcf) 116.0
Specimen Diameter (in.) 2.42 Collapse at 800 psf 0.03%
Initial Specimen Thickness (in.) 1.00
Sample inundated with water at 800 psf pressure

Project: Public Storage Facility
Moreno Valley, CA
Client: Public Storage
Project No.: 2G-2404001
Figure No.: 7
CONSOLIDATION / SWELL / COLLAPSE TEST ASTM D2435/ASTM D5333 OFFICE: 714-279-0817 FAX : 714-279-9687
GILES ENGINEERING ASSOCIATES, INC.
-GEOTECHNICAL, ENVIRONMENTAL, AND CONSTRUCTION MATERIALS733 W. TAFT AVENUE, ORANGE, CALIFORNIA -0.010

0.000

0.010

0.020

0.030

0.040

0.050

0.060

0.070

0.080

0.090

0.100
10 100 1000 10000 100000
CONSOLIDATION STRAIN (in/in)
VERTICAL LOAD (psf)
4070
P200=18%
Dd=121.0 pcf
21 13
4 40
28 Brown, Silty Sand, fine to medium grained,
trace fine gravel, trace clay- Moist
Brown, Clayey Sand, fine to medium grained,
some coarse- Moist
Fine grained, some medium
Brown, Sandy Silt, fine Sand, some Clay,
some Mica, trace gravel- Moist
Boring Terminated at about 16.5 feet (EL.
1566.5')
1-SS
2-SS
3-SS
4-CS
5-SS 4.5
7 7
6 10
11 Water Observation Data
SS= Standard Penetration Test
CS= California Split Spoon
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 1
1583 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1580
1575
1570

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4071
P200=3%
9 13
7 11
26 Brown, Silty Sand, fine to medium grained,
some coarse, some Mica- Moist
Brown, fine grained, some Mica- Moist
Light Brown, Sand, fine to medium grained,
some coarse grain- Moist
Light Brown, Silty Sand, fine to medium
grained, some coarse, some fine gravelMoist
Dark Brown, Sandy Silt, fine Sand, trace
medium Sand, trace Clay, some Mica- Moist
Boring Terminated at about 16.5 feet (EL.
1565.5')
1-SS
2-SS
3-SS
4-SS
5-SS

1.5 3.75
8 7
3 3
12 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 2
1582 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1580
1575
1570

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4072
2 4
4 7
13 Brown, Sandy Silt, fine Sand, some medium,
trace Clay, some Mica- Moist
Brown, Silty Sand, fine to medium grained,
trace Clay- Moist
Orange, Browm, fine to medium grained,
some coarse
Trace Gravel
Yellowish Brown, fine to medium grained,
some Mica
Boring Terminated at about 16.5 feet (EL.
1565.5')
1-SS
2-SS
3-SS
4-SS
5-SS
15 14
11 12
16 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 3
1582 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1580
1575
1570

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4073
P200=5%
Dd=103.4 pcf
3 7
17 18
25 Orange, Brown, Silty Sand, fine to medium
grained, trace Clay- Moist
Light Brown, poorly-graded Sand, fine to
medium grained, some coarse, trace GravelMoist
Brownish Gray, fine to coarse grained, some
Silt, some fine Gravel- Moist
Brown, Sandy Silt, fine Sand, some MicaMoist
Some Clay- Moist
Boring Terminated at about 16.5 feet (EL.
1563.5')
1-SS
2-SS
3-CS
4-SS
5-SS

1.5 2.25
16 11
5 19
21 Water Observation Data
SS= Standard Penetration Test
CS= California Split Spoon
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 4
1580 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1575
1570
1565

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4074
4 5
7 19
17 17
Brown, Silty Sand, fine to medium grained,
trace fine Gravel and Clay- Moist
Light Brown
Orange Brown, some Clay, fine to medium
grained
Yellowish Brown, poorly graded sand with
Silt, some coarse grained, trace fine Gravelslightly Moist Brown, Clayey Silt, some fine Sand, some
Mica- Moist
Yellowish Brown, Sandy Clay, some Silt, fine
Sand, some Mica- Moist
Boring Terminated at about 20 feet (EL.
1559')
1-SS
2-SS
3-SS
4-SS
5-SS
6-SS

4.0 2.5
8 6
7 3
13 11
Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 5
1579 feet
04/17/24
Depth (ft)
5 10
15 20 Elevation
1575
1570
1565
1560

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4075
Dd=104.3 pcf
7 8
8 9
25 Brown, Silty Sand, fine to medium grained,
some coarse, trace Clay- Moist
Light Brown
Orange Brown, fine to medium grained, some
coarse grained, trace fine Gravel
Light Brown, trace fine Gravel- slightly Moist
Brown, Sandy Silt, fine Sand, some Clay,
some Mica- Moist
Boring Terminated at about 16.5 feet (EL.
1563.5')
1-SS
2-CS
3-SS
4-SS
5-SS 2.0
7 4
6 4
13 Water Observation Data
SS= Standard Penetration Test
CS= California Split Spoon
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 6
1580 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1575
1570
1565

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4076
2 4
9 25
28 Brown, Silty Sand, fine to medium grained,
some coarse, trace fine Gravel, some MicaMoist
Light Brown
Light Brown, Sandy Silt, fine Sand, trace fine
Gravel, some Mica- Moist
Some Clay
Brown, Sandy Clay, some Silt, fine Sand,
some Mica- Moist
Boring Terminated at about 16.5 feet (EL.
1564.5')
1-SS
2-SS
3-SS
4-SS
5-SS

1.0 2.5

4.5 9
5 7
9 13
Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 7
1581 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1580
1575
1570
1565

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4077
8 6
14 12
58 20
18 22
31 Brown, Silty Sand, fine to medium grained,
some coarse, some Mica, trace Clay- very
Moist
Orange Brown
More coarse grained, trace fine Gravel
Brown, Sandy Silt, fine Sand, trace fine
Gravel, some Mica- Moist
Yellowish Brown, Sandy Clay, fine Sand,
some Mica- Moist
Yellowish Brown, Silty Sand, fine to medium
grained, trace coarse- slightly Moist
Light Brown, Sandy Silt, fine Sand, some
Mica, weakly cemented- Moist
Olive Brown, Lean Clay, trace fine Sand,
trace Silt, moderately plastic- very Moist
1-SS
2-SS
3-SS
4-SS
5-SS
6-SS
7-SS
8-SS
9-SS

4.5 1.0
9 7
5 5
9 13
4 10
23 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling: 36 ft.

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 8
1583 feet
04/17/24
Depth (ft)
5 10
15 20
25 30
35 40 Elevation
1580
1575
1570
1565
1560
1555
1550
1545

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 4078
P200=16%
P200=51%
23 22
32 Light Brown, Clayey Sand, fine to medium
grained, trace coarse- very Moist
Brown, Lean Clay, trace fine Sand, trace Silt,
moderately plastic- Very Moist
Brown, Sandy Clay, fine Sand, some medium
grained- very Moist
Boring Terminated at about 50 feet (EL.
1533')
10-SS
11-SS
12-SS

4.0 3.25
12 19
14 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling: 36 ft.

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 8
1583 feet
04/17/24
Depth (ft)
45 50 Elevation
1540
1535

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 4079
4 6
13 22
21 Orange Brown, Silty Sand, fine to medium
grained- Moist
Light Brown, fine to medium grained, trace
coarse, trace fine Gravel
More coarse grained
Brownish Gray, poorly graded Sand withSilt,
fine to medium grained, some coarse, trace
fine Gravel- slightly Moist
Brown, Sandy Clay, fine Sand, trace Calcium
Carbonate- Moist
Boring Terminated at about 16.5 feet (EL.
1563.5')
1-SS
2-SS
3-SS
4-SS
5-SS >4.5
7 6
4 4
12 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B- 9
1580 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1575
1570
1565

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4080
P200=4%
3 6
10 16
Brown, Silty Sand, fine to medium grained,
trace coarse, trace Clay- Moist
More fine Gravel
Light Brown, fine to medium grained, some
coarse grained, trace fine Gravel
Light Brown, poorly graded Sand, some Silt,
fine to medium grained, some coarse- slightly
Moist
Boring Terminated at about 10 feet (EL.
1569')
1-SS
2-SS
3-SS
4-SS
7 6
5 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B-10
1579 feet
04/17/24
Depth (ft)
5 10 Elevation
1575
1570

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4081
13 3
4 6
Brown, Sandy Silt, fine Sand, trace medium
Sand, some Mica, weakly cemented, fine
Gravel- Moist (Possible Fill)
Brown, Sandy Silt, fine Sand, trace fine
Gravel, trace Clay- Moist (Native)
Light Brown, Silty Sand, fine to medium
grained, trace coarse- Moist
Boring Terminated at about 11.5 feet (EL.
1570.5')
1-SS
2-SS
3-SS
4-SS

3.0 10
9 8
5 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B-11
1582 feet
04/17/24
Depth (ft)
5 10 Elevation
1580
1575

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4082
P200=3%
7 2
5 4
Dark Brown, Sandy Silt, fine Sand, some
medium- Moist
Brown, Silty Sand, fine grained, trace
medium, some Mica- Moist
Yellow, Brown, poorly graded Sand, some
Silt, fine to medium grained, some coarseMoist
Boring Terminated at about 10 feet (EL.
1572')
1-SS
2-SS
3-SS
4-SS

1.25 10
10 7
3 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B-12
1582 feet
04/17/24
Depth (ft)
5 10 Elevation
1580
1575

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4083
Dd=112.5 pcf
41 2
21 18
Brown, Sandy Silt, fine to medium Sand,
trace fine Gravel- Moist (Possible Fill)
Brown, Sandy Silt, some Clay, fine Sand,
some Mica- Moist (Native)
Light Brown, Silty Sand, fine to medium
grained, some coarse (No Recovery)
Yellow, Brown, fine to medium grained, some
coarse, some fine Gravel- slightly Moist
Boring Terminated at about 16.5 feet (EL.
1564.5')
1-SS
2-SS
4-SS
5-SS

2.5 1.25
7 10
2 Water Observation Data
SS= Standard Penetration Test
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B-13
1581 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1580
1575
1570
1565

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4084
15 8
N/A
9 37
Dark Brown, Silty Sand, fine to medium
grained, some coarse, trace Clay, some
Mica- Moist (Possible Fill)
Brown, Silty Sand, fine to medium grained,
some coarse, some Clay- Moist
No Recovery
Light Brown- slightly Moist
Brown, Sandy Silt, fine Sand, some Mica,
trace Clay- Moist
Boring Terminated at about 16.5 feet (EL.
1566.5')
1-SS
2-CS
3-SS
4-SS
5-SS 2.0
3 9
3 15
Water Observation Data
SS= Standard Penetration Test
CS= California Split Spoon
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B-14
1583 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1580
1575
1570

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4085
Dd=115.6 pcf
6 4
11 7
31 Dark Brown, Sandy Silt, fine Sand, trace fine
Gravel, some mica- Moist (Possible Fill)
Brown, Sandy Silt, fine Sand -Moist (Native)
Light Brown, Silty Sand, fine grained, trace
Clay, fine Gravel- Moist
Yellow Brown, fine to medium grained, some
coarse- slightly Moist
Brown, Sandy Clay, fine Sand, weakly
cemented- Moist
Boring Terminated at about 16.5 feet (EL.
1566.5')
1-SS
2-SS
3-CS
4-SS
5-SS

1.0 2.75
10 5
4 3
9 Water Observation Data
SS= Standard Penetration Test
CS= California Split Spoon
Drilling Equipment used: Hollow stem auger; 8-in diameter Elevations based on Google Earth
PROJECT NO: 2G-2404001

PUBLIC STORAGE FACILITY
Changes in strata indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary considerably between test borings. Location of test boring is shown on the Boring Location Plan.

BORING NO. & LOCATION:

SURFACE ELEVATION:

COMPLETION DATE:

FIELD REP:

NOTES
Water Encountered During Drilling:

Cave Depth After __ Hours: __ ft.

DOUGLAS CALLEJAS
N

NEQ OF INDIAN STREET & ALESSANDRO

BOULEVARD

MORENO VALLEY, CALIFORNIA

GILES ENGINEERING
ASSOCIATES, INC.

B-15
1583 feet
04/17/24
Depth (ft)
5 10
15 Elevation
1580
1575
1570

MATERIAL DESCRIPTION
SampleNo. & Type
Qu
(tsf)
Qp
(tsf)
Qs
(tsf)
W
(%)
PID
Water Level At End of Drilling:

Cave Depth At End of Drilling:

Water Level After __ Hours: __ ft.

Remarks:

TEST BORING LOG GILES LOG REPORT 2G-2404001.GPJ GILES.GDT 5/23/24 None
4086
B-8 (A)

8.0 (B)
100.0 (C ) Hammer Type Range 1 Recommend2

36.0 (D) Safety 42% - 72% 60%35.0 (E) Donut 30% - 60% 50%

0.0 (F) Automatic-Trip 48% - 78% 80%
120 (G)

81.5 (H)
No (I)
12 (J) 0.0

0.737 (K)

7.38 (L)

1.3 (M)
2% in 50 yrs
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (31) (32) (33) (34) (35) (36) (37) (38) Restricted Tokimatsu
Interval Total Field Estimated Estimated Relative Relative Interval Field Design Field Design Effective Hammer Borehole Rod Sampling Energy Cyclic Bottom Interval Unit SPT Fines Plasticity Density Density Bottom Interval Effective Total Total Effective Effective Overburden Energy Diameter Length Method Correction No Fines Clean Factor of Stress Volumetric Seismic Volumetric Seismic Depth Soil Weight N Value Content Index Dr Dr Elevation Thickness Unit Overburden Overburden Overburden Overburden Correction Correction Correction Correction Correction Only Correction Sand Safety Liquefaction Ratio Strain Settlement Strain Settlement (ft) Type (pcf) Nm FC (%) (%) (%) (%) (ft) (ft) Weight (pcf) (tsf) (tsf) (tsf) (tsf) CN CE CB CR CS N60 (N1)60 (N1)60cs FS Susceptibility Comments CSR7.5 (%) (inches) (%) (inches) Feet 0 0 0.000 0 0.000

0.5 120 8 59 59 99.5 0.5 57.6 0.03 0.03 0.03 0.03 1.7 1.36 1.15 0.75 1.15 11 18 18 0.47 NO Above GWT 0.46 0.000 0.000 0.000 0.000 99.5 1 120 8 59 59 99.0 0.5 57.6 0.060 0.060 0.060 0.060 1.70 1.36 1.15 0.75 1.15 11 18 18 0.47 NO Above GWT 0.459 0.000 0.000 0.000 0.000 99.0

1.5 120 8 59 59 98.5 0.5 57.6 0.090 0.090 0.090 0.090 1.70 1.36 1.15 0.75 1.15 11 18 18 0.47 NO Above GWT 0.458 0.000 0.000 0.000 0.000 98.5 2 120 8 59 59 98.0 0.5 57.6 0.120 0.120 0.120 0.120 1.68 1.36 1.15 0.75 1.15 11 18 18 0.47 NO Above GWT 0.458 0.000 0.000 0.000 0.000 98.0

2.5 120 8 58 58 97.5 0.5 57.6 0.15 0.15 0.15 0.15 1.64 1.36 1.15 0.75 1.15 11 18 18 0.46 NO Above GWT 0.46 0.000 0.000 0.000 0.000 97.5 3 120 8 58 58 97.0 0.5 57.6 0.180 0.180 0.180 0.180 1.61 1.36 1.15 0.75 1.15 11 17 17 0.44 NO Above GWT 0.457 0.000 0.000 0.000 0.000 97.0

3.5 120 8 57 57 96.5 0.5 57.6 0.210 0.210 0.210 0.210 1.57 1.36 1.15 0.75 1.15 11 17 17 0.43 NO Above GWT 0.456 0.000 0.000 0.000 0.000 96.5 4 120 6 13 53 53 96.0 0.5 57.6 0.240 0.240 0.240 0.240 1.54 1.36 1.15 0.75 1.15 8 12 15 0.38 NO Above GWT 0.456 0.000 0.000 0.000 0.000 96.0

4.5 120 6 13 53 53 95.5 0.5 57.6 0.270 0.270 0.270 0.270 1.51 1.36 1.15 0.75 1.15 8 12 15 0.37 NO Above GWT 0.455 0.000 0.000 0.000 0.000 95.5 5 120 6 13 52 52 95.0 0.5 57.6 0.300 0.300 0.300 0.300 1.48 1.36 1.15 0.75 1.15 8 12 14 0.37 NO Above GWT 0.454 0.000 0.000 0.000 0.000 95.0

5.5 120 6 13 52 52 94.5 0.5 57.6 0.330 0.330 0.330 0.330 1.46 1.36 1.15 0.75 1.15 8 12 14 0.36 NO Above GWT 0.454 0.000 0.000 0.000 0.000 94.5 6 120 6 13 52 52 94.0 0.5 57.6 0.360 0.360 0.360 0.360 1.43 1.36 1.15 0.75 1.15 8 12 14 0.36 NO Above GWT 0.453 0.000 0.000 0.000 0.000 94.0

6.5 120 14 13 75 75 93.5 0.5 57.6 0.390 0.390 0.390 0.390 1.40 1.36 1.15 0.75 1.15 19 26 29 3.71 NO Large factor of safety 0.453 0.000 0.000 0.000 0.000 93.5 7 120 14 71 71 93.0 0.5 57.6 0.420 0.420 0.420 0.420 1.38 1.36 1.15 0.75 1.15 19 26 26 0.97 NO Above GWT 0.452 0.000 0.000 0.000 0.000 93.0

7.5 120 14 70 70 92.5 0.5 57.6 0.450 0.450 0.450 0.450 1.35 1.36 1.15 0.75 1.15 19 26 26 0.90 NO Above GWT 0.452 0.000 0.000 0.000 0.000 92.5 8 120 14 69 69 92.0 0.5 57.6 0.480 0.480 0.480 0.480 1.33 1.36 1.15 0.75 1.15 19 25 25 0.85 NO Above GWT 0.451 0.000 0.000 0.000 0.000 92.0

8.5 120 14 69 69 91.5 0.5 57.6 0.510 0.510 0.510 0.510 1.31 1.36 1.15 0.75 1.15 19 25 25 0.81 NO Above GWT 0.451 0.000 0.000 0.000 0.000 91.5 9 120 14 68 68 91.0 0.5 57.6 0.540 0.540 0.540 0.540 1.29 1.36 1.15 0.75 1.15 19 24 24 0.78 NO Above GWT 0.450 0.000 0.000 0.000 0.000 91.0

9.5 120 14 68 68 90.5 0.5 57.6 0.570 0.570 0.570 0.570 1.27 1.36 1.15 0.75 1.15 19 24 24 0.75 NO Above GWT 0.450 0.000 0.000 0.000 0.000 90.5 10 120 14 69 69 90.0 0.5 57.6 0.600 0.600 0.600 0.600 1.25 1.36 1.15 0.80 1.15 19 25 25 0.85 NO Above GWT 0.449 0.000 0.000 0.000 0.000 90.0

10.5 120 12 7 64 64 89.5 0.5 57.6 0.630 0.630 0.630 0.630 1.23 1.36 1.15 0.80 1.15 16 21 21 0.60 NO Above GWT 0.449 0.000 0.000 0.000 0.000 89.5 11 120 12 7 64 64 89.0 0.5 57.6 0.660 0.660 0.660 0.660 1.21 1.36 1.15 0.80 1.15 16 21 21 0.59 NO Above GWT 0.448 0.000 0.000 0.000 0.000 89.0

11.5 120 12 7 63 63 88.5 0.5 57.6 0.690 0.690 0.690 0.690 1.19 1.36 1.15 0.80 1.15 16 20 21 0.58 NO Above GWT 0.448 0.000 0.000 0.000 0.000 88.5 12 120 12 7 63 63 88.0 0.5 57.6 0.720 0.720 0.720 0.720 1.17 1.36 1.15 0.80 1.15 16 20 20 0.56 NO Above GWT 0.447 0.000 0.000 0.000 0.000 88.0

12.5 120 12 7 62 62 87.5 0.5 57.6 0.750 0.750 0.750 0.750 1.15 1.36 1.15 0.80 1.15 16 20 20 0.55 NO Above GWT 0.446 0.000 0.000 0.000 0.000 87.5 13 120 12 7 62 62 87.0 0.5 57.6 0.780 0.780 0.780 0.780 1.14 1.36 1.15 0.80 1.15 16 20 20 0.54 NO Above GWT 0.446 0.000 0.000 0.000 0.000 87.0

13.5 120 12 7 63 63 86.5 0.5 57.6 0.810 0.810 0.810 0.810 1.12 1.36 1.15 0.85 1.15 16 21 21 0.58 NO Above GWT 0.445 0.000 0.000 0.000 0.000 86.5 14 120 12 7 63 63 86.0 0.5 57.6 0.840 0.840 0.840 0.840 1.10 1.36 1.15 0.85 1.15 16 20 21 0.57 NO Above GWT 0.445 0.000 0.000 0.000 0.000 86.0

14.5 120 12 7 62 62 85.5 0.5 57.6 0.870 0.870 0.870 0.870 1.09 1.36 1.15 0.85 1.15 16 20 20 0.56 NO Above GWT 0.444 0.000 0.000 0.000 0.000 85.5 15 120 12 7 62 62 85.0 0.5 57.6 0.900 0.900 0.900 0.900 1.07 1.36 1.15 0.85 1.15 16 20 20 0.55 NO Above GWT 0.444 0.000 0.000 0.000 0.000 85.0

15.5 120 58 134 100 84.5 0.5 57.6 0.930 0.930 0.930 0.930 1.06 1.36 1.15 0.85 1.15 79 94 94 >4 NO Large factor of safety 0.443 0.000 0.000 0.000 0.000 84.5 16 120 58 133 100 84.0 0.5 57.6 0.960 0.960 0.960 0.960 1.04 1.36 1.15 0.85 1.15 79 92 92 >4 NO Large factor of safety 0.443 0.000 0.000 0.000 0.000 84.0

16.5 120 58 132 100 83.5 0.5 57.6 0.990 0.990 0.990 0.990 1.03 1.36 1.15 0.85 1.15 79 91 91 >4 NO Large factor of safety 0.442 0.000 0.000 0.000 0.000 83.5 17 120 58 132 100 83.0 0.5 57.6 1.020 1.020 1.020 1.020 1.02 1.36 1.15 0.85 1.15 79 90 90 >4 NO Large factor of safety 0.442 0.000 0.000 0.000 0.000 83.0

17.5 120 58 131 100 82.5 0.5 57.6 1.050 1.050 1.050 1.050 1.00 1.36 1.15 0.85 1.15 79 89 89 >4 NO Large factor of safety 0.441 0.000 0.000 0.000 0.000 82.5 18 120 58 130 100 82.0 0.5 57.6 1.080 1.080 1.080 1.080 0.99 1.36 1.15 0.85 1.15 79 88 88 >4 NO Large factor of safety 0.441 0.000 0.000 0.000 0.000 82.0

18.5 120 58 129 100 81.5 0.5 57.6 1.110 1.110 1.110 1.110 0.98 1.36 1.15 0.85 1.15 79 87 87 >4 NO Large factor of safety 0.440 0.000 0.000 0.000 0.000 81.5 19 120 58 128 100 81.0 0.5 57.6 1.140 1.140 1.140 1.140 0.97 1.36 1.15 0.85 1.15 79 86 86 >4 NO Large factor of safety 0.439 0.000 0.000 0.000 0.000 81.0

19.5 120 58 127 100 80.5 0.5 57.6 1.170 1.170 1.170 1.170 0.95 1.36 1.15 0.85 1.15 79 85 85 >4 NO Large factor of safety 0.439 0.000 0.000 0.000 0.000 80.5 20 120 58 134 100 80.0 0.5 57.6 1.200 1.200 1.200 1.200 0.94 1.36 1.15 0.95 1.15 79 93 93 >4 NO Large factor of safety 0.438 0.000 0.000 0.000 0.000 80.0

20.5 120 20 78 78 79.5 0.5 57.6 1.230 1.230 1.230 1.230 0.93 1.36 1.15 0.95 1.15 27 32 32 >4 NO Large factor of safety 0.438 0.000 0.000 0.000 0.000 79.5 21 120 20 78 78 79.0 0.5 57.6 1.260 1.260 1.260 1.260 0.92 1.36 1.15 0.95 1.15 27 31 31 >4 NO Large factor of safety 0.437 0.000 0.000 0.000 0.000 79.0

21.5 120 20 77 77 78.5 0.5 57.6 1.290 1.290 1.290 1.290 0.91 1.36 1.15 0.95 1.15 27 31 31 >4 NO Large factor of safety 0.437 0.000 0.000 0.000 0.000 78.5 22 120 20 77 77 78.0 0.5 57.6 1.320 1.320 1.320 1.320 0.90 1.36 1.15 0.95 1.15 27 31 31 >4 NO Large factor of safety 0.436 0.000 0.000 0.000 0.000 78.0

22.5 120 20 76 76 77.5 0.5 57.6 1.350 1.350 1.350 1.350 0.89 1.36 1.15 0.95 1.15 27 30 30 >4 NO Large factor of safety 0.436 0.000 0.000 0.000 0.000 77.5 23 120 20 76 76 77.0 0.5 57.6 1.380 1.380 1.380 1.380 0.88 1.36 1.15 0.95 1.15 27 30 30 >4 NO Large factor of safety 0.435 0.000 0.000 0.000 0.000 77.0

23.5 120 20 76 76 76.5 0.5 57.6 1.410 1.410 1.410 1.410 0.87 1.36 1.15 0.95 1.15 27 30 30 >4 NO Large factor of safety 0.435 0.000 0.000 0.000 0.000 76.5 24 120 20 75 75 76.0 0.5 57.6 1.440 1.440 1.440 1.440 0.86 1.36 1.15 0.95 1.15 27 29 29 3.88 NO Large factor of safety 0.434 0.000 0.000 0.000 0.000 76.0

24.5 120 20 75 75 75.5 0.5 57.6 1.470 1.470 1.470 1.470 0.85 1.36 1.15 0.95 1.15 27 29 29 2.79 NO Large factor of safety 0.434 0.000 0.000 0.000 0.000 75.5 25 120 20 74 74 75.0 0.5 57.6 1.500 1.500 1.500 1.500 0.84 1.36 1.15 0.95 1.15 27 29 29 2.24 NO Large factor of safety 0.433 0.000 0.000 0.000 0.000 75.0

25.5 120 18 70 70 74.5 0.5 57.6 1.530 1.530 1.530 1.530 0.83 1.36 1.15 0.95 1.15 24 26 26 0.95 NO Above GWT 0.433 0.000 0.000 0.000 0.000 74.5 26 120 18 70 70 74.0 0.5 57.6 1.560 1.560 1.560 1.560 0.82 1.36 1.15 0.95 1.15 24 25 25 0.91 NO Above GWT 0.432 0.000 0.000 0.000 0.000 74.0

26.5 120 18 69 69 73.5 0.5 57.6 1.590 1.590 1.590 1.590 0.81 1.36 1.15 0.95 1.15 24 25 25 0.88 NO Above GWT 0.431 0.000 0.000 0.000 0.000 73.5 27 120 18 69 69 73.0 0.5 57.6 1.620 1.620 1.620 1.620 0.81 1.36 1.15 0.95 1.15 24 25 25 0.86 NO Above GWT 0.431 0.000 0.000 0.000 0.000 73.0

27.5 120 18 69 69 72.5 0.5 57.6 1.650 1.650 1.650 1.650 0.80 1.36 1.15 0.95 1.15 24 24 24 0.83 NO Above GWT 0.430 0.000 0.000 0.000 0.000 72.5 28 120 18 68 68 72.0 0.5 57.6 1.680 1.680 1.680 1.680 0.79 1.36 1.15 0.95 1.15 24 24 24 0.81 NO Above GWT 0.430 0.000 0.000 0.000 0.000 72.0

28.5 120 18 68 68 71.5 0.5 57.6 1.710 1.710 1.710 1.710 0.78 1.36 1.15 0.95 1.15 24 24 24 0.79 NO Above GWT 0.429 0.000 0.000 0.000 0.000 71.5 29 120 18 68 68 71.0 0.5 57.6 1.740 1.740 1.740 1.740 0.77 1.36 1.15 0.95 1.15 24 24 24 0.77 NO Above GWT 0.429 0.000 0.000 0.000 0.000 71.0

29.5 120 18 67 67 70.5 0.5 57.6 1.770 1.770 1.770 1.770 0.77 1.36 1.15 0.95 1.15 24 24 24 0.76 NO Above GWT 0.428 0.000 0.000 0.000 0.000 70.5 30 120 18 67 67 70.0 0.5 57.6 1.800 1.800 1.800 1.800 0.76 1.36 1.15 0.95 1.15 24 23 23 0.74 NO Above GWT 0.428 0.000 0.000 0.000 0.000 70.0

30.5 120 22 74 74 69.5 0.5 57.6 1.830 1.830 1.830 1.830 0.75 1.36 1.15 0.95 1.15 30 28 28 1.78 NO Large factor of safety 0.426 0.000 0.000 0.000 0.000 69.5 31 120 22 73 73 69.0 0.5 57.6 1.860 1.860 1.860 1.860 0.74 1.36 1.15 0.95 1.15 30 28 28 1.61 NO Large factor of safety 0.424 0.000 0.000 0.000 0.000 69.0

31.5 120 22 73 73 68.5 0.5 57.6 1.890 1.890 1.890 1.890 0.74 1.36 1.15 0.95 1.15 30 28 28 1.49 NO Large factor of safety 0.422 0.000 0.000 0.000 0.000 68.5 32 120 22 73 73 68.0 0.5 57.6 1.920 1.920 1.920 1.920 0.73 1.36 1.15 0.95 1.15 30 27 27 1.39 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 68.0

32.5 120 22 72 72 67.5 0.5 57.6 1.950 1.950 1.950 1.950 0.72 1.36 1.15 0.95 1.15 30 27 27 1.31 NO Large factor of safety 0.418 0.000 0.000 0.000 0.000 67.5 33 120 22 74 74 67.0 0.5 57.6 1.980 1.980 1.980 1.980 0.72 1.36 1.15 1.00 1.15 30 28 28 1.91 NO Large factor of safety 0.416 0.000 0.000 0.000 0.000 67.0

33.5 120 22 73 73 66.5 0.5 57.6 2.010 2.010 2.010 2.010 0.71 1.36 1.15 1.00 1.15 30 28 28 1.73 NO Large factor of safety 0.414 0.000 0.000 0.000 0.000 66.5 34 120 22 73 73 66.0 0.5 57.6 2.040 2.040 2.040 2.040 0.70 1.36 1.15 1.00 1.15 30 28 28 1.59 NO Large factor of safety 0.413 0.000 0.000 0.000 0.000 66.0

34.5 120 22 73 73 65.5 0.5 57.6 2.070 2.070 2.070 2.070 0.70 1.36 1.15 1.00 1.15 30 28 28 1.48 NO Large factor of safety 0.411 0.000 0.000 0.000 0.000 65.5 35 120 22 72 72 65.0 0.5 57.6 2.100 2.100 2.100 2.100 0.69 1.36 1.15 1.00 1.15 30 27 27 1.39 NO Large factor of safety 0.409 0.198 0.012 0.000 0.000 65.0

35.5 120 31 86 86 64.5 0.5 57.6 2.130 2.130 2.130 2.114 0.68 1.36 1.15 1.00 1.15 42 38 38 >4 NO Large factor of safety 0.410 0.000 0.000 0.000 0.000 64.5 36 120 31 85 85 64.0 0.5 57.6 2.160 2.160 2.160 2.129 0.68 1.36 1.15 1.00 1.15 42 38 38 >4 NO Large factor of safety 0.411 0.000 0.000 0.000 0.000 64.0

36.5 120 31 85 85 63.5 0.5 57.6 2.190 2.190 2.174 2.143 0.68 1.36 1.15 1.00 1.15 42 38 38 >4 NO Large factor of safety 0.412 0.000 0.000 0.000 0.000 63.5 37 120 31 85 85 63.0 0.5 57.6 2.220 2.220 2.189 2.158 0.67 1.36 1.15 1.00 1.15 42 37 37 >4 NO Large factor of safety 0.413 0.000 0.000 0.000 0.000 63.0

37.5 120 31 85 85 62.5 0.5 57.6 2.250 2.250 2.203 2.172 0.67 1.36 1.15 1.00 1.15 42 37 37 >4 NO Large factor of safety 0.414 0.000 0.000 0.000 0.000 62.5 38 120 31 85 85 62.0 0.5 57.6 2.280 2.280 2.218 2.186 0.67 1.36 1.15 1.00 1.15 42 37 37 >4 NO Large factor of safety 0.415 0.000 0.000 0.000 0.000 62.0

38.5 120 31 84 84 61.5 0.5 57.6 2.310 2.310 2.232 2.201 0.66 1.36 1.15 1.00 1.15 42 37 37 >4 NO Large factor of safety 0.415 0.000 0.000 0.000 0.000 61.5 39 120 31 84 84 61.0 0.5 57.6 2.340 2.340 2.246 2.215 0.66 1.36 1.15 1.00 1.15 42 37 37 >4 NO Large factor of safety 0.416 0.000 0.000 0.000 0.000 61.0

39.5 120 31 84 84 60.5 0.5 57.6 2.370 2.370 2.261 2.230 0.66 1.36 1.15 1.00 1.15 42 37 37 >4 NO Large factor of safety 0.417 0.000 0.000 0.000 0.000 60.5 40 120 31 84 84 60.0 0.5 57.6 2.400 2.400 2.275 2.244 0.66 1.36 1.15 1.00 1.15 42 37 37 >4 NO Large factor of safety 0.417 0.000 0.000 0.000 0.000 60.0

40.5 120 23 16 78 78 59.5 0.5 57.6 2.430 2.430 2.290 2.258 0.65 1.36 1.15 1.00 1.15 31 27 31 >4 NO Large factor of safety 0.418 0.000 0.000 0.000 0.000 59.5 41 120 23 16 77 77 59.0 0.5 57.6 2.460 2.460 2.304 2.273 0.65 1.36 1.15 1.00 1.15 31 27 31 >4 NO Large factor of safety 0.418 0.000 0.000 0.000 0.000 59.0

41.5 120 23 16 77 77 58.5 0.5 57.6 2.490 2.490 2.318 2.287 0.65 1.36 1.15 1.00 1.15 31 27 31 >4 NO Large factor of safety 0.419 0.000 0.000 0.000 0.000 58.5 42 120 23 16 77 77 58.0 0.5 57.6 2.520 2.520 2.333 2.302 0.65 1.36 1.15 1.00 1.15 31 27 31 >4 NO Large factor of safety 0.419 0.000 0.000 0.000 0.000 58.0

42.5 120 23 16 77 77 57.5 0.5 57.6 2.550 2.550 2.347 2.316 0.64 1.36 1.15 1.00 1.15 31 27 31 >4 NO Large factor of safety 0.419 0.000 0.000 0.000 0.000 57.5 43 120 23 16 77 77 57.0 0.5 57.6 2.580 2.580 2.362 2.330 0.64 1.36 1.15 1.00 1.15 31 26 31 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 57.0

43.5 120 23 16 77 77 56.5 0.5 57.6 2.610 2.610 2.376 2.345 0.64 1.36 1.15 1.00 1.15 31 26 31 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 56.5 44 120 23 16 77 77 56.0 0.5 57.6 2.640 2.640 2.390 2.359 0.64 1.36 1.15 1.00 1.15 31 26 30 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 56.0

44.5 120 23 16 76 76 55.5 0.5 57.6 2.670 2.670 2.405 2.374 0.63 1.36 1.15 1.00 1.15 31 26 30 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 55.5 45 120 23 16 76 76 55.0 0.5 57.6 2.700 2.700 2.419 2.388 0.63 1.36 1.15 1.00 1.15 31 26 30 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 55.0

45.5 120 22 51 19 82 82 54.5 0.5 57.6 2.730 2.730 2.434 2.402 0.63 1.36 1.15 1.00 1.15 30 25 35 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 54.5 46 120 22 51 19 82 82 54.0 0.5 57.6 2.760 2.760 2.448 2.417 0.63 1.36 1.15 1.00 1.15 30 25 35 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 54.0

46.5 120 22 51 19 82 82 53.5 0.5 57.6 2.790 2.790 2.462 2.431 0.62 1.36 1.15 1.00 1.15 30 25 35 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 53.5 47 120 22 51 19 81 81 53.0 0.5 57.6 2.820 2.820 2.477 2.446 0.62 1.36 1.15 1.00 1.15 30 25 34 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 53.0

47.5 120 22 51 19 81 81 52.5 0.5 57.6 2.850 2.850 2.491 2.460 0.62 1.36 1.15 1.00 1.15 30 24 34 >4 NO Large factor of safety 0.420 0.000 0.000 0.000 0.000 52.5 48 120 22 51 19 81 81 52.0 0.5 57.6 2.880 2.880 2.506 2.474 0.62 1.36 1.15 1.00 1.15 30 24 34 >4 NO Large factor of safety 0.419 0.000 0.000 0.000 0.000 52.0

48.5 120 22 51 19 81 81 51.5 0.5 57.6 2.910 2.910 2.520 2.489 0.61 1.36 1.15 1.00 1.15 30 24 34 >4 NO Large factor of safety 0.419 0.000 0.000 0.000 0.000 51.5 49 120 22 51 19 81 81 51.0 0.5 57.6 2.940 2.940 2.534 2.503 0.61 1.36 1.15 1.00 1.15 30 24 34 >4 NO Large factor of safety 0.419 0.000 0.000 0.000 0.000 51.0

49.5 120 22 51 19 81 81 50.5 0.5 57.6 2.970 2.970 2.549 2.518 0.61 1.36 1.15 1.00 1.15 30 24 34 >4 NO Large factor of safety 0.418 0.000 0.000 0.000 0.000 50.5 50 120 22 51 19 81 81 50.0 0.5 57.6 3.000 3.000 2.563 2.532 0.61 1.36 1.15 1.00 1.15 30 24 34 >4 NO Large factor of safety 0.418 0.000 0.000 0.000 0.000 50.0 Design fill/cut, H (ft): {Positive for fill, negative for cut}SPT hammer energy ratio (ER): {Enter percentage}Soil boring number:Approximate borehole diameter (inch):Soil boring ground surface elevation (ft):

Hammer Energy Ratios
Groundwater depth during field exploration (ft):Design groundwater depth (ft):Risk Level Total Settlement
Project name (number):Engineer:Date:
2G-2404001_PS - Moreno ValleyWL05/22/24
Reviewer:

Elevation
Unit weight of fill/cut material (pcf):Factor of safety criterion: {1.0 or higher} 2) for good-quality equipment and procedures 1) after recommendations by NCEER, 1997 Liner used in sampler? {Yes or No} conforming to ASTM D-1686.

Tokimatsu & Seed (1987)
Plasticity index cutoff value for liquefaction (%)
Ishihara & Yoshimine (1992)
Design earthquake magnitude (Mw):

Peak horizontal ground acceleration (amax/g):

PLATE A-1
4087
File No.: 2G-2404001
Project: PS - Moreno Valley

EVALUATION OF EARTHQUAKE-INDUCED SETTLEMENTS IN DRY SANDY SOILS INPUT:Boring No.: B-8Groundwater Depth: 35.0 feetEARTHQUAKE INFORMATION:

Earthquake Magnitude: 7.38Peak Horiz. Acceleration (g): 0.74 From Tbl. 4-4 From Tbl. 4-5
Depth of Thickness Depth of Soil Overburden Mean Effective Average Maximum Volumetric Number of Corrected Base of of Layer USCS Mid-point ofUnit Weight Pressure at Pressure at Cyclic Shear Corrected Shear Mod. [geff]*[Geff] Strain Strain Cycles Vol. Strains Settlement Strata (ft) (ft) Classification Layer (ft) (pcf) Mid-point (tsf) Mid-point (tsf) Stress [Tav] [N1]60 [Gmax] (tsf) [Gmax] [geff] [geff]*100% [E15} (%) [Nc] [Ec] [S] (inches)

5.0 5.0 SM 2.5 120.0 0.15 0.10 0.072 12.0 324.427 2.11E-04 1.00E-02 1.00E+00 1.50E+00 14.0524 1.4566 1.75

10.0 5.0 SM 7.5 120.0 0.45 0.30 0.214 27.0 736.330 2.53E-04 1.25E-03 1.25E-01 7.90E-02 14.0524 0.0767 0.0915.0 5.0 SP-SM 12.5 120.0 0.75 0.50 0.354 18.0 830.424 3.42E-04 1.40E-03 1.40E-01 1.60E-01 14.0524 0.1554 0.1920.0 5.0 ML 17.5 120.0 1.05 0.70 0.488 86.0 1654.902 2.20E-04 4.90E-04 4.90E-02 1.50E-03 14.0524 0.0015 0.0025.0 5.0 CL 22.5 120.0 1.35 0.90 0.616 31.0 1335.465 3.23E-04 8.10E-04 8.10E-02 1.00E-04 14.0524 0.0001 0.0030.0 5.0 SM 27.5 120.0 1.65 1.11 0.735 26.0 1392.338 3.49E-04 8.20E-04 8.20E-02 6.00E-02 14.0524 0.0583 0.0735.0 5.0 ML 32.5 120.0 1.95 1.31 0.845 30.0 1587.581 3.35E-04 7.70E-04 7.70E-02 4.15E-02 14.0524 0.0403 0.05 ** Clay layers not included in the dry sand settlement analysis, unlikely to be affected by seismic ground shakings Reference: Tokimatsu, K., and Seed H.B. (1987). Evaluation of Settlement in Sands due to Earthquake Shaking." Total Earthquake-Induced Settlements in Dry Sandy Soils (inches) = 2.15 Journal Geotechnical Engineer Division, ASCE, 113 (8), 861-878. Total Earthquake-Induced Settlements in Dry Sandy Soils (inches) = 0.40 (By R&R 5-ft)
PLATE A-2
4088

APPENDIX B

FIELD PROCEDURES
The field operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) designation D 420 entitled “Standard Guide for Sampling Rock and Rock” and/or other relevant specifications.

Soil samples were preserved and transported to Giles’ laboratory in general accordance with the procedures recommended by ASTM designation D 4220 entitled “Standard Practice for Preserving and Transporting Soil Samples.” Brief descriptions of the sampling, testing and field procedures commonly performed by Giles are provided herein. 4089
GILES ENGINEERING ASSOCIATES, INC.

GENERAL FIELD PROCEDURES
Test Boring Elevations
The ground surface elevations reported on the Test Boring Logs are referenced to the assumed benchmark shown on the Boring Location Plan (Figure 1). Unless otherwise noted, the elevations were determined with a conventional hand-level and are accurate to within about 1 foot.

Test Boring Locations
The test borings were located on-site based on the existing site features and/or apparent property lines. Dimensions illustrating the approximate boring locations are reported on the Boring Location Plan (Figure 1).

Water Level Measurement
The water levels reported on the Test Boring Logs represent the depth of “free” water encountered during drilling and/or after the drilling tools were removed from the borehole. Water levels measured within a granular (sand and gravel) soil profile are typically indicative of the water table elevation. It is usually not possible to accurately identify the water table elevation with cohesive (clayey) soils, since the rate of seepage is slow. The water table elevation within cohesive soils must therefore be determined over a period of time with groundwater observation wells.

It must be recognized that the water table may fluctuate seasonally and during periods of heavy precipitation. Depending on the subsurface conditions, water may also become perched above the water table, especially during wet periods.

Borehole Backfilling Procedures
Each borehole was backfilled upon completion of the field operations. If potential contamination was encountered, and/or if required by state or local regulations, boreholes were backfilled with an “impervious” material (such as bentonite slurry).

Borings that penetrated pavements, sidewalks, etc. were “capped” with Portland Cement concrete, asphaltic concrete, or a similar surface material. It must, however, be recognized that the backfill material may settle, and the surface cap may subside, over a period of time. Further backfilling and/or re-surfacing by Giles’ client or the property owner may be required.
4090
GILES ENGINEERING ASSOCIATES, INC.

FIELD SAMPLING AND TESTING PROCEDURES
Auger Sampling (AU)
Soil samples are removed from the auger flights as an auger is withdrawn above the ground surface. Such samples are used to determine general soil types and identify approximate soil stratifications. Auger samples are highly disturbed and are therefore not typically used for geotechnical strength testing.

Split-Barrel Sampling (SS) – (ASTM D-1586)
A split-barrel sampler with a 2-inch outside diameter is driven into the subsoil with a 140- pound hammer free-falling a vertical distance of 30 inches. The summation of hammerblows required to drive the sampler the final 12-inches of an 18-inch sample interval is defined as the “Standard Penetration Resistance” or N-value is an index of the relative density of granular soils and the comparative consistency of cohesive soils. A soil sample is collected from each SPT interval.

Shelby Tube Sampling (ST) – (ASTM D-1587)
A relatively undisturbed soil sample is collected by hydraulically advancing a thin-walled Shelby Tube sampler into a soil mass. Shelby Tubes have a sharp cutting edge and are commonly 2 to 5 inches in diameter.

Bulk Sample (BS)
A relatively large volume of soils is collected with a shovel or other manually-operated tool. The sample is typically transported to Giles’ materials laboratory in a sealed bag or bucket.

Dynamic Cone Penetration Test (DC) – (ASTM STP 399)
This test is conducted by driving a 1.5-inch-diameter cone into the subsoil using a 15- pound steel ring (hammer), free-falling a vertical distance of 20 inches. The number of hammer-blows required to drive the cone 1¾ inches is an indication of the soil strength and density, and is defined as “N”. The Dynamic Cone Penetration test is commonly conducted in hand auger borings, test pits and within excavated trenches. - Continued -
4091
GILES ENGINEERING ASSOCIATES, INC.

Ring-Lined Barrel Sampling – (ASTM D 3550)
In this procedure, a ring-lined barrel sampler is used to collect soil samples for classification and laboratory testing. This method provides samples that fit directly into laboratory test instruments without additional handling/disturbance.

Sampling and Testing Procedures
The field testing and sampling operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications. Results of the field testing (i.e. N-values) are reported on the Test Boring Logs. Explanations of the terms and symbols shown on the logs are provided on the appendix enclosure entitled “General Notes”. 4092

APPENDIX C

LABORATORY TESTING AND CLASSIFICATION
The laboratory testing was conducted under the supervision of a geotechnical engineer in accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications. Brief descriptions of laboratory tests commonly performed by Giles are provided herein.
4093
GILES ENGINEERING ASSOCIATES, INC.

LABORATORY TESTING AND CLASSIFICATION
Photoionization Detector (PID)
In this procedure, soil samples are “scanned” in Giles’ analytical laboratory using a Photoionization Detector (PID). The instrument is equipped with an 11.7 eV lamp calibrated to a Benzene Standard and is capable of detecting a minute concentration of certain Volatile Organic Compound (VOC) vapors, such as those commonly associated with petroleum products and some solvents. Results of the PID analysis are expressed in HNu (manufacturer’s) units rather than actual concentration.

Moisture Content (w) (ASTM D 2216)
Moisture content is defined as the ratio of the weight of water contained within a soil sample to the weight of the dry solids within the sample. Moisture content is expressed as a percentage.

Unconfined Compressive Strength (qu) (ASTM D 2166)
An axial load is applied at a uniform rate to a cylindrical soil sample. The unconfined compressive strength is the maximum stress obtained or the stress when 15% axial strain is reached, whichever occurs first.

Calibrated Penetrometer Resistance (qp)
The small, cylindrical tip of a hand-held penetrometer is pressed into a soil sample to a prescribed depth to measure the soils capacity to resist penetration. This test is used to evaluate unconfined compressive strength.

Vane-Shear Strength (qs)
The blades of a vane are inserted into the flat surface of a soil sample and the vane is rotated until failure occurs. The maximum shear resistance measured immediately prior to failure is taken as the vane-shear strength.

Loss-on-Ignition (ASTM D 2974; Method C)
The Loss-on-Ignition (L.O.I.) test is used to determine the organic content of a soil sample. The procedure is conducted by heating a dry soil sample to 440°C in order to burn-off or “ash” organic matter present within the sample. The L.O.I. value is the ratio of the weight loss due to ignition compared to the initial weight of the dry sample. L.O.I. is expressed as a percentage.
4094
GILES ENGINEERING ASSOCIATES, INC.

Particle Size Distribution (ASTB D 421, D 422, and D 1140) This test is performed to determine the distribution of specific particle sizes (diameters) within a soil sample. The distribution of coarse-grained soil particles (sand and gravel) is determined from a “sieve analysis,” which is conducted by passing the sample through a series of nested sieves. The distribution of fine-grained soil particles (silt and clay) is determined from a “hydrometer analysis” which is based on the sedimentation of particles suspended in water.

Consolidation Test (ASTM D 2435)
In this procedure, a series of cumulative vertical loads are applied to a small, laterally confined soil sample. During each load increment, vertical compression (consolidation) of the sample is measured over a period of time. Results of this test are used to estimate settlement and time rate of settlement.

Classification of Samples
Each soil sample was visually-manually classified, based on texture and plasticity, in general accordance with the Unified Soil Classification System (ASTM D-2488-75). The classifications are reported on the Test Boring Logs.

Laboratory Testing
The laboratory testing operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications. Results of the laboratory tests are provided on the Test Boring Logs or other appendix enclosures. Explanation of the terms and symbols used on the logs is provided on the appendix enclosure entitled “General Notes.” 4095
GILES ENGINEERING ASSOCIATES, INC.

California Bearing Ratio (CBR) Test ASTM D-1833
The CBR test is used for evaluation of a soil subgrade for pavement design. The test consists of measuring the force required for a 3-square-inch cylindrical piston to penetrate 0.1 or 0.2 inch into a compacted soil sample. The result is expressed as a percent of force required to penetrate a standard compacted crushed stone.

Unless a CBR test has been specifically requested by the client, the CBR is estimated from published charts, based on soil classification and strength characteristics. A typical correlation chart is below.

4096

APPENDIX D

GENERAL INFORMATION
4097
4098
GILES ENGINEERING ASSOCIATES, INC.

GENERAL COMMENTS
The soil samples obtained during the subsurface exploration will be retained for a period of thirty days. If no instructions are received, they will be disposed of at that time.

This report has been prepared exclusively for the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. Copies of this report may be provided to contractor(s), with contract documents, to disclose information relative to this project.

The report, however, has not been prepared to serve as the plans and specifications for actual construction without the appropriate interpretation by the project architect, structural engineer, and/or civil engineer. Reproduction and distribution of this report must be authorized by the client and Giles.

This report has been based on assumed conditions/characteristics of the proposed development where specific information was not available. It is recommended that the architect, civil engineer and structural engineer along with any other design professionals involved in this project carefully review these assumptions to ensure they are consistent with the actual planned development. When discrepancies exist, they should be brought to our attention to ensure they do not affect the conclusions and recommendations provided herein. The project plans and specifications may also be submitted to Giles for review to ensure that the geotechnical related conclusions and recommendations provided herein have been correctly interpreted.

The analysis of this site was based on a subsoil profile interpolated from a limited subsurface exploration. If the actual conditions encountered during construction vary from those indicated by the borings, Giles must be contacted immediately to determine if the conditions alter the recommendations contained herein.

The conclusions and recommendations presented in this report have been promulgated in accordance with generally accepted professional engineering practices in the field of geotechnical engineering. No other warranty is either expressed or implied. 4099
With Dust
Palliative
With
Bituminous
Treatment
GW Good: tractor, rubber-tired, steel
wheel or vibratory roller
125-135 Almost none Good drainage,
pervious
Very stable Excellent Good Fair to
poor
Excellent
GP Good: tractor, rubber-tired, steel
wheel or vibratory roller
115-125 Almost none Good drainage,
pervious
Reasonably stable
Excellent to
good
Poor to fair Poor
GM Good: rubber-tired or light
sheepsfoot roller
120-135 Slight Poor drainage,
semipervious
Reasonably stable
Excellent to
good
Fair to poor Poor Poor to fair
GC Good to fair: rubber-tired or
sheepsfoot roller
115-130 Slight Poor drainage,
impervious
Reasonably stable
Good Good to fair
**
Excellent Excellent
SW Good: tractor, rubber-tired or
vibratory roller
110-130 Almost none Good drainage,
pervious
Very stable Good Fair to poor Fair to
poor
Good
SP Good: tractor, rubber-tired or
vibratory roller
100-120 Almost none Good drainage,
pervious
Reasonably stable when dense
Good to fair Poor Poor Poor to fair
SM Good: rubber-tired or sheepsfoot
roller
110-125 Slight Poor drainage,
impervious
Reasonably stable when dense
Good to fair Poor Poor Poor to fair
SC Good to fair: rubber-tired or
sheepsfoot roller
105-125 Slight to
medium
Poor drainage, impervious
Reasonably stable
Good to fair Fair to poor Excellent Excellent
ML Good to poor: rubber-tired or
sheepsfoot roller
95-120 Slight to
medium
Poor drainage, impervious
Poor stability, high density required
Fair to poor Not suitable Poor Poor
CL Good to fair: sheepsfoot or rubbertired roller 95-120 Medium No drainage, impervious Good stability Fair to poor Not suitable Poor Poor OL Fair to poor: sheepsfoot or rubbertired roller 80-100 Medium to high Poor drainage, impervious Unstable, should not be used Poor Not suitable Not suitable Not suitable MH Fair to poor: sheepsfoot or rubbertired roller 70-95 High Poor drainage, impervious Poor stability, should not be used
Poor Not suitable Very poor Not suitable
CH Fair to poor: sheepsfoot roller 80-105 Very high No drainage, impervious
Fair stability, may soften on expansion
Poor to very poor
Not suitable Very poor Not suitable
OH Fair to poor: sheepsfoot roller 65-100 High No drainage, impervious
Unstable, should not be used
Very poor Not suitable Not
suitable
Not suitable
Pt Not suitable Very high Fair to poor
drainage
Should not be used
Not suitable Not suitable Not
suitable
Not suitable
* "The Unified Classification: Appendix A - Characteristics of Soil, Groups Pertaining to Roads and Airfields, and Appendix B - Characteristics of Soil Groups Pertaining to Embankments and Foundations," Technical Memorandum 357, U.S. Waterways Ixperiment Station, Vicksburg, 1953.** Not suitable if subject to frost.

GILES ENGINEERING ASSOCIATES, INC.

CHARACTERISTICS AND RATINGS OF UNIFIED SOIL SYSTEM CLASSES FOR SOIL CONSTRUCTION * Value as Temporary
Pavement
Class Compaction Characteristics
Max. Dry
Density
Standard
Proctor
(pcf)
Compressibility
and Expansion
Drainage and
Permeability
Value as an
Embankment
Material
Value as
Subgrade
When Not
Subject to
Frost
Value as Base
Course
4100
Giles Engineering Associates, Inc.

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)
Major Divisions Group
Symbols Typical Names Laboratory Classifi cation Criteria Coarse-grained soils
(more than half of material is larger than No. 200 sieve size) Gravels
(More than half of coarse fraction is larger
than No. 4 sieve size)
Clean gravels
(little or no
fi nes)
GW
Well-graded gravels,
gravel-sand mixtures,
little or no fi nes
Determine percentages of sand and gravel from grain-size curve.

Depending on percentage of fi nes (fraction smaller than No. 200 sieve size), coarsegrained soils are classifi ed as follows:

Less than 5 percent: GW, GP, SW, SP More than 12 percent: GM, GC, SM, SC 5 to 12 percent: Borderline cases requiring dual symbolsb Cu = greater than 4; Cc = between 1 and 3
GP
Poorly graded gravels,
gravel-sand mixtrues,
little or no fi nes
Not meeting all gradation requirements for GW
Gravels with fi nes
(appreciable amount of
fi nes)
GMa
d
Silty gravels, gravelsand-silt mixtures
Atterberg limits
below “A” line or P.I.
less than 4
Limits plotting within shaded
area, above “A” line with P.I.
between 4 and 7 are
borderline cases requiring
use of dual symbols
u
GC Clayey gravels, gravelsand-clay mixtures
Atterberg limits
above “A” line or P.I.
greater than 7
Sands
(More than half of coarse fraction is
smaller than No. 4 sieve size)
Clean sands
(Little or no
fi nes)
SW
Well-graded sands,
gravelly sands, little or
no fi nes
Cu = greater than 4; Cc = between 1 and 3
SP
Poorly graded sands,
gravelly sands, little or
no fi nes
Not meeting all gradation requirements for SW
Sands with fi nes
(Appreciable amount
of fi nes)
SMa
d
Silty sands, sand-silt
mixtures
Atterberg limits
below “A” line or P.I.
less than 4
Limits plotting within shaded
area, above “A” line with P.I.
between 4 and 7 are
borderline cases requiring
use of dual symbols
u
SC Clayey sands, sand-clay
mixtures
Atterberg limits
above “A” line or P.I.
greater than 7
Fine-grained soils
(More than half material is smaller than No. 200 sieve size) Silts and clays
(Liquid limit less than 50)
ML
Inorganic silts and
very fi ne sands, rock
fl our, silty or clayey fi ne
sands, or clayey silts
with slight plasticity
CL
Inorganic clays of low
to medium plasticity,
gravelly clays, sandy
clays, silty clays
OL
Organic silts and
organic silty clays of
low plasticity
Silts and clays
(Liquid limit greater than 50)
MH
Inorganic silts, micaceous or diatomaceous
fi ne sandy or silty soils,
elastic silts
CH Inorganic clays of high
plasticity, fat clays
OH
Organic clays of
medium to high
plasticity, organic silts
Highly
organic
soils
Pt Peat and other highly
organic soils
D = greater than 4; C 60
D10
(D = between 1 and 3 (D30)
2 D10 x D60
D60 = greater than 4; C 60
D10
(D = between 1 and 3 (D30)
2 D10 x D60
Plasticity Chart
Plasticity Index
0 10 20 30 40 50 60 70 80 90 100 0
10 50
60 40
20 30
CH
OH and MH
CL
ML and OL
CL-ML
“A” line
Liquid Limit
a Division of GM and SM groups into subdivisions of d and u are for roads and airfi elds only. Subdivision is based on Atterberg limits, suffi x d used when L.L. is 28 or less and the P.I. is 6 or less; the suffi x u is used when L.L. is greater than 28. b Borderline classifi cations, used for soils possessing characteristics of two groups, are designated by combinations of group sympols. For example GW-GC, well-graded gravel-sand mixture with clay binder. 4101
GILES ENGINEERING ASSOCIATES, INC.

GENERAL NOTES

SAMPLE IDENTIFICATION
All samples are visually classified in general accordance with the Unified Soil Classification System (ASTM D-2487-75 or D-2488-75) DESCRIPTIVE TERM (% BY DRY WEIGHT) PARTICLE SIZE (DIAMETER) Trace: 1-10% Boulders: 8 inch and larger
Little: 11-20% Cobbles: 3 inch to 8 inch
Some: 21-35% Gravel: coarse - ¾ to 3 inch
And/Adjective 36-50% fine – No. 4 (4.76 mm) to ¾ inch
Sand: coarse – No. 4 (4.76 mm) to No. 10 (2.0 mm)
medium – No. 10 (2.0 mm) to No. 40 (0.42 mm)
fine – No. 40 (0.42 mm) to No. 200 (0.074 mm)
Silt: No. 200 (0.074 mm) and smaller (non-plastic)
Clay: No 200 (0.074 mm) and smaller (plastic)

SOIL PROPERTY SYMBOLS DRILLING AND SAMPLING SYMBOLS
Dd: Dry Density (pcf) SS: Split-Spoon
LL: Liquid Limit, percent ST: Shelby Tube – 3 inch O.D. (except where noted) PL: Plastic Limit, percent CS: 3 inch O.D. California Ring Sampler PI: Plasticity Index (LL-PL) DC: Dynamic Cone Penetrometer per ASTM LOI: Loss on Ignition, percent Special Technical Publication No. 399 Gs: Specific Gravity AU: Auger Sample
K: Coefficient of Permeability DB: Diamond Bit
w: Moisture content, percent CB: Carbide Bit
qp: Calibrated Penetrometer Resistance, tsf WS: Wash Sample qs: Vane-Shear Strength, tsf RB: Rock-Roller Bit
qu: Unconfined Compressive Strength, tsf BS: Bulk Sample qc: Static Cone Penetrometer Resistance Note: Depth intervals for sampling shown on Record of (correlated to Unconfined Compressive Strength, tsf) Subsurface Exploration are not indicative of sample PID: Results of vapor analysis conducted on representative recovery, but position where sampling initiated samples utilizing a Photoionization Detector calibrated to a benzene standard. Results expressed in HNU-Units. (BDL=Below Detection Limit) N: Penetration Resistance per 12 inch interval, or fraction thereof, for a standard 2 inch O.D. (1⅜ inch I.D.) split spoon sampler driven with a 140 pound weight free-falling 30 inches. Performed in general accordance with Standard Penetration Test Specifications (ASTM D1586). N in blows per foot equals sum of N-Values where plus sign (+) is shown.

Nc: Penetration Resistance per 1¾ inches of Dynamic Cone Penetrometer. Approximately equivalent to Standard Penetration Test N-Value in blows per foot.

Nr: Penetration Resistance per 12 inch interval, or fraction thereof, for California Ring Sampler driven with a 140 pound weight free-falling 30 inches per ASTM D-3550. Not equivalent to Standard Penetration Test N-Value.

SOIL STRENGTH CHARACTERISTICS

COHESIVE (CLAYEY) SOILS NON-COHESIVE (GRANULAR) SOILS

UNCONFINED

COMPARATIVE BLOWS PER COMPRESSIVE RELATIVE BLOWS PER

CONSISTENCY FOOT (N) STRENGTH (TSF) DENSITY FOOT (N)
Very Soft 0 - 2 0 - 0.25 Very Loose 0 - 4
Soft 3 - 4 0.25 - 0.50 Loose 5 - 10
Medium Stiff 5 – 8 0.50 - 1.00 Firm 11 - 30
Stiff 9 – 15 1.00 - 2.00 Dense 31 - 50
Very Stiff 16 – 30 2.00 - 4.00 Very Dense 51+
Hard 31+ 4.00+

DEGREE OF

DEGREE OF EXPANSIVE

PLASTICITY PI POTENTIAL PI
None to Slight 0 - 4 Low 0 - 15
Slight 5 - 10 Medium 15 - 25
Medium 11 - 30 High 25+
High to Very High 31+
4102
4103
4104
4105
- 32 -
Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use 4106
- 33 -
Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis
4107
- 34 -
Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation 4108
Date
D85= 0.66 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)
1 44001 Roofs 1 0.89 39248.9
2 63311 Concrete or Asphalt 1 0.89 56473.4
3 3,601 Concrete or Asphalt 1 0.89 3212.1
4 15950
Ornamental
Landscaping 0.1 0.11 1761.8
5 597
Ornamental
Landscaping 0.1 0.11 65.9
6 2672
Ornamental
Landscaping 0.1 0.11 295.1
7 646
Ornamental
Landscaping 0.1 0.11 71.4
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 130778 101128.6 0.66 5562.1 21,313
Notes:

BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth

BMP NAME / ID INFILTRATION CHAMBER
Must match Name/ID used on BMP Design Calculation Sheet Designed by Kenny Hostetler Case No
Company Project Number/Name 24-077
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 DRC Engineering Inc. 1/2/2025
Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP 4109
Advanced Drainage Systems, Inc.

FOR STORMTECH

INSTALLATION INSTRUCTIONS

VISIT OUR APP
SiteAssist
MC-3500 STORMTECH CHAMBER SPECIFICATIONS

1. CHAMBERS SHALL BE STORMTECH MC-3500.

2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS.

3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.

4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.

5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.

6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.

7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.

8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN

ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: · THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. · THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.

9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.

IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM

1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.

2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".

3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.

STORMTECH RECOMMENDS 3 BACKFILL METHODS: · STONESHOOTER LOCATED OFF THE CHAMBER BED. · BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. · BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.

4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.

5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.

6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.

7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.

8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4.

9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.

10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER.

11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.

NOTES FOR CONSTRUCTION EQUIPMENT

1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".

2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".

3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.

USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY.

CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ©2024 ADS, INC.

PROJECT INFORMATION

ADS SALES REP
PROJECT NO.

ENGINEERED PRODUCT

MANAGER
24-077 PUBLIC STORAGE

MORENO VALLEY, CA, USA
4110
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
2 OF 5
NOTES
• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR

DETERMINING
THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.

PROPOSED ELEVATIONS:

MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 1583.00 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 1577.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 1576.50
MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT): 1576.50 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 1576.50 TOP OF STONE: 1576.00
TOP OF MC-3500 CHAMBER: 1575.00
24" ISOLATOR ROW PLUS INVERT: 1571.42
18" x 18" BOTTOM MANIFOLD INVERT: 1571.40
BOTTOM OF MC-3500 CHAMBER: 1571.25
BOTTOM OF STONE: 1570.50

PROPOSED LAYOUT
112 STORMTECH MC-3500 CHAMBERS
16 STORMTECH MC-3500 END CAPS
12 STONE ABOVE (in)
9 STONE BELOW (in)
40 STONE VOID
21313

INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
6264 SYSTEM AREA (SF)
334.1 SYSTEM PERIMETER (ft)
*INVERT ABOVE BASE OF CHAMBER
DESCRIPTION INVERT* MAX FLOW

ITEM ON

LAYOUT PART TYPE

2.06" 24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOM

CONNECTIONS AND ISOLATOR PLUS ROWS

PREFABRICATED END CAP A

1.77" 18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOM

CONNECTIONS

PREFABRICATED END CAP B
FLAMP C INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMP MANIFOLD D 18" x 18" BOTTOM MANIFOLD, ADS N-12 1.77"
E (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 20.9 CFS IN

CONCRETE STRUCTURE
W/WEIR

ISOLATOR ROW PLUS
(SEE DETAIL)
PLACE MINIMUM 17.50' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING

STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL

CHAMBER INLET ROWS

BED LIMITS
0 10 20
110.22' 56.83'
104.08'
D 54.83'
C
B
A
E
4111
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PLEASE NOTE:

1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".

2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.

3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.

4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.

5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL".

NOTES:

1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.

2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.

4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.

5. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.

MATERIAL LOCATION DESCRIPTION

AASHTO MATERIAL

CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'

LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.

CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED

INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.

C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER.

GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE.

MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER.

AASHTO M145¹ A-1, A-2-4, A-3
OR
AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.

B
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.

CLEAN, CRUSHED, ANGULAR STONE

OR RECYCLED CONCRETE
5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57
A
FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.

CLEAN, CRUSHED, ANGULAR STONE

OR RECYCLED CONCRETE
5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 45"
(1140 mm)
18"
(450 mm) MIN*
8'
(2.4 m)
MAX
77" (1950 mm) 12" (300 mm) MIN
12" (300 mm) MIN
6"
(150 mm) MIN

DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED

INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24" (600 mm).
6" (150 mm) MIN

PERIMETER STONE
(SEE NOTE 4)

EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
MC-3500

END CAP SUBGRADE SOILS
(SEE NOTE 3)

PAVEMENT LAYER (DESIGNED

BY SITE DESIGN ENGINEER)
**THIS CROSS SECTION DETAIL REPRESENTS
MINIMUM REQUIREMENTS FOR INSTALLATION.

PLEASE SEE THE LAYOUT SHEET(S) FOR
PROJECT SPECIFIC REQUIREMENTS.

NO COMPACTION REQUIRED.

ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
4112 3 OF 5
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System

INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

B. ALL ISOLATOR PLUS ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.

STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.

NOTES

1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.

2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.

MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
24" (600 mm) HDPE ACCESS PIPE REQUIRED USE

FACTORY PRE-CORED END CAP
PART #: MC3500IEPP24BC OR MC3500IEPP24BW

STORMTECH HIGHLY RECOMMENDS

FLEXSTORM INSERTS IN ANY UPSTREAM

STRUCTURES WITH OPEN GRATES

COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT MC-3500 END CAP
ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN

FOUNDATION STONE AND CHAMBERS

8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE
PART #: MCFLAMP 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
4113 4 OF 5
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System

MC-SERIES END CAP INSERTION DETAIL
NTS
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.

MANIFOLD HEADER

MANIFOLD STUB

STORMTECH END CAP

MANIFOLD HEADER

MANIFOLD STUB
12" (300 mm)

MIN SEPARATION
12" (300 mm) MIN INSERTION
12" (300 mm)

MIN SEPARATION
12" (300 mm)

MIN INSERTION
PART # STUB B C
MC3500IEPP06T
6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T
8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T
10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T
12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T
15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC
18" (450 mm)

20.03" (509 mm) --- MC3500IEPP18TW
MC3500IEPP18BC
--- 1.77" (45 mm) MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)

14.48" (368 mm) --- MC3500IEPP24TW
MC3500IEPP24BC
--- 2.06" (52 mm) MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm)

NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³)
MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m³)
WEIGHT 134 lbs. (60.8 kg)

NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs. (22.2 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION
NTS

90.0" (2286 mm)

ACTUAL LENGTH

86.0" (2184 mm)

INSTALLED

BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL

LOWER JOINT

CORRUGATION
WEB
CREST
CREST

STIFFENING RIB
VALLEY

STIFFENING RIB
B
C

75.0"
(1905 mm)

45.0"
(1143 mm)

25.7"
(653 mm)
FOOT

77.0"
(1956 mm)

45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"

UPPER JOINT CORRUGATION

22.2"
(564 mm)

INSTALLED

CUSTOM PRECORED INVERTS ARE
AVAILABLE UPON REQUEST.

INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOM
INVERT LOCATIONS ON THE MC-3500

END CAP CUT IN THE FIELD ARE NOT

RECOMMENDED FOR PIPE SIZES
GREATER THAN 10" (250 mm). THE

INVERT LOCATION IN COLUMN 'B'

ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE.

PART # STUB B C
MC3500IEPP06T
6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T
8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T
10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T
12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T
15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC
18" (450 mm)

20.03" (509 mm) --- MC3500IEPP18TW
MC3500IEPP18BC
--- 1.77" (45 mm) MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)

14.48" (368 mm) --- MC3500IEPP24TW
MC3500IEPP24BC
--- 2.06" (52 mm) MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm)

NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³)
MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m³)
WEIGHT 134 lbs. (60.8 kg)

NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs. (22.2 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION
NTS

90.0" (2286 mm)

ACTUAL LENGTH

86.0" (2184 mm)

INSTALLED

BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL

LOWER JOINT

CORRUGATION
WEB
CREST
CREST

STIFFENING RIB
VALLEY

STIFFENING RIB
B
C

75.0"
(1905 mm)

45.0"
(1143 mm)

25.7"
(653 mm)
FOOT

77.0"
(1956 mm)

45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"

UPPER JOINT CORRUGATION

22.2"
(564 mm)

INSTALLED

CUSTOM PRECORED INVERTS ARE
AVAILABLE UPON REQUEST.

INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOM
INVERT LOCATIONS ON THE MC-3500

END CAP CUT IN THE FIELD ARE NOT

RECOMMENDED FOR PIPE SIZES
GREATER THAN 10" (250 mm). THE

INVERT LOCATION IN COLUMN 'B'

ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
4114 5 OF 5
4115
4116
4117
Q= CiA

0.81 0.2 ft/s
1 acre

0.162 cfs
Explanation
Flowrate Calculation
Manning's Equation
The design calculations for the 85th percentile, 24-hour storm event are based on the Rational Method, Q = CiA, for flow-based Treatment Control BMPs. According to the WQMP Guidance
Document for the Santa Ana Region of Riverside County, the rainfall intensity is 0.2 inches per hour for 85th percentile. This rainfall intensity value was then used to determine the composite rational method runoff factor, based on the Riverside County Flood Control and Water Conservation District Hydrology Manual. With 90% impervious area and Soil Group A, the
composite rational method runoff coefficient is determined to be

0.81. The flowrate in cfs is 0.162 cfs, the bypass capacity of a 24x24 drain inlet is 6.1. Since the drain inlet is design to capture 100 year storm event, we can determine that the size of the drain inlet is capable to capture the project site rainfall.

Composite rational
method runoff factor
Rainfall Intensiy
Area
Flowrate (Q)
4118
- 35 -
Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern 4119
- 36 -
Appendix 8: Source Control
Pollutant Sources/Source Control Checklist
4120
4121
4122
4123
4124
4125
4126
4127
4128
4129
4130
4131
- 37 -
Appendix 9: O&M
Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms (To be included in Final WQMP)
4132
- 6 -
Appendix 10: Educational Materials
BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information (To be included in Final WQMP)
4133

PRELIMINARY HYDROLOGY STUDY
For:

Public Storage – Moreno Valley
Project Site Location/Address:

Indian Street
Moreno Valley, CA 92553
Prepared For:

Public Storage
701 Western Avenue
Glendale, CA 91201
Lead Agency:

City of Moreno Valley
14177 Frederick Street
Moreno Valley, CA 92553
Prepared by:

DRC Engineering, Inc.
160 S. Old Springs Road, Suite 210
Anaheim, CA 92808
(714) 685-6860
Kenny Hostetler P.E.

July 29, 2024
Project No. 24-077
City Record Number: LST24-0030
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TABLE OF CONTENTS
Section I Introduction
Section II Hydrology Methodology
Section III Project Description
Existing Site Conditions
Proposed Site Conditions
Section IV Conclusion
Appendix A Vicinity Map
Appendix B Existing Hydrology Map
Proposed Hydrology Map
Appendix C Existing Condition Hydrograph (Unit Riverside) Proposed Condition Hydrograph (Unit Riverside)
Appendix D Detention Analysis (Hydraflow)
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M:\2024\24-077 PS Moreno Valley Indian St\HM\24-077 Hydrology Report.doc Section I Introduction
The following hydrology study has been prepared for the development of the proposed Public Storage Facility. The project consists of a three story 132,000 sf self storage building with adjacent RV storage parking consisting of 52 spaces. The project also includes associated drive aisles, parking and landscaping with shared access from Indian Street to the adjacent property to the south approximately 300’ north from the intersection of Alessandro Boulevard and Indian Street. The overall project is approximately 3.0 acres. The general location of the site is illustrated on the Vicinity Map (see Appendix A of this report).

Section II Methodology
The hydrologic analysis was completed assuming the ultimate project condition based on conceptual site plans. For both the existing and proposed conditions, the peak storm discharge for the drainage sub areas were calculated using the Riverside County Hydrology Manual. The CivilDesign Riverside County Unit Hydrograph software was used to develop hydrographs for the existing and proposed 10-year and100-year 24-Hour storm events (see calculations in Appendix C). A detention analysis was performed using Hydraflow Storm Sewers Software for the proposed storm events (see calculations in appendix D). A soil type of A was assigned to the project site based on maps from NRCS Web Soil Survey Data (see portion of map in Appendix A). These soils have a high infiltration rate when thoroughly wet.

Section III Project Description
Existing Site Conditions
The pre development conditions for the site consist of undisturbed, flat land that ultimately surface flows towards an existing concrete v-gutter to the north of the existing shared access drive aisle at the south of the site. Stormwater crosses the drive aisle and flows through an existing parkway drain directly to the south of the existing driveway and into the curb and gutter on Indian Street. From Indian Street stormwater flows merges with the Alessandro Boulevard curb and gutter and flows west. Later downstream stormwater enters the concrete lined Sunnymead Channel and flows south through the Perris Valley Storm Drain, San Jacinto River, Canyon Lake and enters Lake Elsinore.

Proposed Site Conditions
The proposed development will consist of the construction of a 132,000 sf warehouse building along with parking, drive aisle and landscaped areas. Roof drains will surface drain to the parking lot area and flow into proposed drain inlets located around the site. The site will feature private storm drain lines that will flow into an infiltration basin approximately 5,775 sf in area witch arch chambers supporting the parking lot above. This design will include 21,313 cubic feet of storage volume used to mitigate outflows to existing conditions for the 100 year 24 hour storm by detaining runoff and allowing the volume to infiltrate over 48 hours. The storm drain design will include a parkway drain north of the existing driveway on Indian Street that will allow larger storm volumes to outlet into the public street and limit ponding onsite. 4136
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M:\2024\24-077 PS Moreno Valley Indian St\HM\24-077 Hydrology Report.doc Section IV Conclusion
The following tables summarize the data and results for the 10-year 24-hour and 100-year 24- hour storm in the existing and proposed conditions using the Riverside County Unit Hydrograph and Hydraflow Software.
10 YEAR & 100 YEAR STORM OUTFLOW TABLE
Storm
Existing
Peak
Flowrate
(cfs)
Proposed
Peak
Flowrate
(cfs)
Volume
detained
(cf)
Flowrate
After
Detention
(cfs)
Notes
10 yr 24 hr 0.417 0.824 21,774 0.000 Entire volume collected in infiltration chamber
100 yr 24 hr 0.950 1.218 32,238 0.889 0.999 is total peak flow in hydraflow. 0.110 cfs being
constantly infiltrated, 0.889
outflowing to Indian Street.

The proposed flow rates increased from the existing conditions prior to reaching the detention system. Hydraflow Storm Sewers Software used this hydrograph information to generate peak discharge rates for the proposed storm drain system utilizing the proposed detention system. A 3’ wide weir was placed at an invert of 1579.44 to simulate the proposed parkway drain. User defined outflows were added to simulate infiltration from the chambers. In the 100 year storm, utilizing a total volume of 32,238 cf, the proposed flow rate entering Indian Street from the infiltration chamber dropped to 0.889 cfs which is lower than the existing flow of 0.950 cfs. Due to the smaller flow rates in both the 10 year and 100 year storm, the proposed site will not have any negative impacts on downstream receiving storm drains 4137
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APPENDIX A

VICINITY MAP
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LOCATION

PROJECT

VICINITY MAP
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Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/1/2024

3752940 3752980 3753020 3753060 3753100 3753140 3753180 3753220 3753260 3753300 3752940 3752980 3753020 3753060 3753100 3753140 3753180 3753220 3753260 3753300 478200 478240 478280 478320 478360 478400 478440 478480 478200 478240 478280 478320 478360 478400 478440 478480 33° 55' 11'' N
117° 14' 9''W
33° 55' 11'' N
117° 13' 57''W
33° 54' 59'' N
117° 14' 9''W
33° 54' 59'' N
117° 13' 57''W N
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics: UTM Zone 11NWGS84 0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,840 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.
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MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons A
A/D BB/DCC/DDNot rated or not available
Soil Rating Lines A
A/D BB/DCC/DDNot rated or not available
Soil Rating Points A

A/D BB/D
CC/DDNot rated or not available
Water Features
Streams and Canals
Transportation
RailsInterstate HighwaysUS RoutesMajor RoadsLocal Roads Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at1:15,800.Warning: Soil Map may not be valid at this scale.Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.Please rely on the bar scale on each map sheet for mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.This product is generated from the USDA-NRCS certified data asof the version date(s) listed below.Soil Survey Area: Western Riverside Area, CaliforniaSurvey Area Data: Version 16, Aug 30, 2023Soil map units are labeled (as space allows) for map scales1:50,000 or larger.Date(s) aerial images were photographed: Mar 14, 2022—Mar17, 2022The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.

Hydrologic Soil Group—Western Riverside Area, California Natural ResourcesConservation Service
Web Soil Survey
National Cooperative Soil Survey
7/1/2024

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Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI GyA Greenfield sandy loam,
0 to 2 percent slopes
A 4.8 29.6%
HcA Hanford coarse sandy
loam, 0 to 2 percent
slopes
A 10.1 62.1%
PaA Pachappa fine sandy
loam, 0 to 2 percent
slopes
B 1.4 8.3%
Totals for Area of Interest 16.2 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/1/2024

4142
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/1/2024

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PROJECT SITE
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APPENDIX B
Existing Hydrology Map
Proposed Hydrology Map
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APPENDIX C
Existing Condition Hydrograph (Unit Riverside)
Proposed Condition Hydrograph (Unit Riverside)
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U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2012, Version 8.2 Study date 07/01/24 File: 24077E2410.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6310
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- 24-077
Existing Condition
10 YEAR STORM
-------------------------------------------------------------------- Drainage Area = 3.00(Ac.) = 0.005 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.00(Ac.) = 0.005 Sq. Mi.

Length along longest watercourse = 412.80(Ft.)
Length along longest watercourse measured to centroid = 271.90(Ft.) Length along longest watercourse = 0.078 Mi.

Length along longest watercourse measured to centroid = 0.051 Mi.

Difference in elevation = 3.20(Ft.)
Slope along watercourse = 40.9302 Ft./Mi.

Average Manning's 'N' = 0.025
Lag time = 0.036 Hr.

Lag time = 2.19 Min.
25% of lag time = 0.55 Min.
40% of lag time = 0.87 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 1.80 5.40
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 4.00 12.00
4150
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 4.000(In)
Point rain (area averaged) = 2.705(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.705(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.000 78.00 0.000
Total Area Entered = 3.00(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

78.0 78.0 0.268 0.000 0.268 1.000 0.268
Sum (F) = 0.268
Area averaged mean soil loss (F) (In/Hr) = 0.268
Minimum soil loss rate ((In/Hr)) = 0.134
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 228.613 47.946 1.450
2 0.167 457.226 41.420 1.252
3 0.250 685.839 7.739 0.234
4 0.333 914.452 2.895 0.088
Sum = 100.000 Sum= 3.023
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.022 ( 0.474) 0.019 0.002
2 0.17 0.07 0.022 ( 0.473) 0.019 0.002
3 0.25 0.07 0.022 ( 0.471) 0.019 0.002
4 0.33 0.10 0.032 ( 0.469) 0.029 0.003
5 0.42 0.10 0.032 ( 0.467) 0.029 0.003
6 0.50 0.10 0.032 ( 0.465) 0.029 0.003
7 0.58 0.10 0.032 ( 0.463) 0.029 0.003
8 0.67 0.10 0.032 ( 0.462) 0.029 0.003
9 0.75 0.10 0.032 ( 0.460) 0.029 0.003
10 0.83 0.13 0.043 ( 0.458) 0.039 0.004
11 0.92 0.13 0.043 ( 0.456) 0.039 0.004
12 1.00 0.13 0.043 ( 0.454) 0.039 0.004
13 1.08 0.10 0.032 ( 0.453) 0.029 0.003
14 1.17 0.10 0.032 ( 0.451) 0.029 0.003
15 1.25 0.10 0.032 ( 0.449) 0.029 0.003
4151
16 1.33 0.10 0.032 ( 0.447) 0.029 0.003
17 1.42 0.10 0.032 ( 0.445) 0.029 0.003
18 1.50 0.10 0.032 ( 0.444) 0.029 0.003
19 1.58 0.10 0.032 ( 0.442) 0.029 0.003
20 1.67 0.10 0.032 ( 0.440) 0.029 0.003
21 1.75 0.10 0.032 ( 0.438) 0.029 0.003
22 1.83 0.13 0.043 ( 0.437) 0.039 0.004
23 1.92 0.13 0.043 ( 0.435) 0.039 0.004
24 2.00 0.13 0.043 ( 0.433) 0.039 0.004
25 2.08 0.13 0.043 ( 0.431) 0.039 0.004
26 2.17 0.13 0.043 ( 0.430) 0.039 0.004
27 2.25 0.13 0.043 ( 0.428) 0.039 0.004
28 2.33 0.13 0.043 ( 0.426) 0.039 0.004
29 2.42 0.13 0.043 ( 0.424) 0.039 0.004
30 2.50 0.13 0.043 ( 0.423) 0.039 0.004
31 2.58 0.17 0.054 ( 0.421) 0.049 0.005
32 2.67 0.17 0.054 ( 0.419) 0.049 0.005
33 2.75 0.17 0.054 ( 0.417) 0.049 0.005
34 2.83 0.17 0.054 ( 0.416) 0.049 0.005
35 2.92 0.17 0.054 ( 0.414) 0.049 0.005
36 3.00 0.17 0.054 ( 0.412) 0.049 0.005
37 3.08 0.17 0.054 ( 0.411) 0.049 0.005
38 3.17 0.17 0.054 ( 0.409) 0.049 0.005
39 3.25 0.17 0.054 ( 0.407) 0.049 0.005
40 3.33 0.17 0.054 ( 0.405) 0.049 0.005
41 3.42 0.17 0.054 ( 0.404) 0.049 0.005
42 3.50 0.17 0.054 ( 0.402) 0.049 0.005
43 3.58 0.17 0.054 ( 0.400) 0.049 0.005
44 3.67 0.17 0.054 ( 0.399) 0.049 0.005
45 3.75 0.17 0.054 ( 0.397) 0.049 0.005
46 3.83 0.20 0.065 ( 0.395) 0.058 0.006
47 3.92 0.20 0.065 ( 0.394) 0.058 0.006
48 4.00 0.20 0.065 ( 0.392) 0.058 0.006
49 4.08 0.20 0.065 ( 0.390) 0.058 0.006
50 4.17 0.20 0.065 ( 0.389) 0.058 0.006
51 4.25 0.20 0.065 ( 0.387) 0.058 0.006
52 4.33 0.23 0.076 ( 0.385) 0.068 0.008
53 4.42 0.23 0.076 ( 0.384) 0.068 0.008
54 4.50 0.23 0.076 ( 0.382) 0.068 0.008
55 4.58 0.23 0.076 ( 0.381) 0.068 0.008
56 4.67 0.23 0.076 ( 0.379) 0.068 0.008
57 4.75 0.23 0.076 ( 0.377) 0.068 0.008
58 4.83 0.27 0.087 ( 0.376) 0.078 0.009
59 4.92 0.27 0.087 ( 0.374) 0.078 0.009
60 5.00 0.27 0.087 ( 0.372) 0.078 0.009
61 5.08 0.20 0.065 ( 0.371) 0.058 0.006
62 5.17 0.20 0.065 ( 0.369) 0.058 0.006
63 5.25 0.20 0.065 ( 0.368) 0.058 0.006
64 5.33 0.23 0.076 ( 0.366) 0.068 0.008
65 5.42 0.23 0.076 ( 0.364) 0.068 0.008
66 5.50 0.23 0.076 ( 0.363) 0.068 0.008
67 5.58 0.27 0.087 ( 0.361) 0.078 0.009
68 5.67 0.27 0.087 ( 0.360) 0.078 0.009
69 5.75 0.27 0.087 ( 0.358) 0.078 0.009
70 5.83 0.27 0.087 ( 0.356) 0.078 0.009
71 5.92 0.27 0.087 ( 0.355) 0.078 0.009
72 6.00 0.27 0.087 ( 0.353) 0.078 0.009
73 6.08 0.30 0.097 ( 0.352) 0.088 0.010
74 6.17 0.30 0.097 ( 0.350) 0.088 0.010
75 6.25 0.30 0.097 ( 0.349) 0.088 0.010
4152
76 6.33 0.30 0.097 ( 0.347) 0.088 0.010
77 6.42 0.30 0.097 ( 0.345) 0.088 0.010
78 6.50 0.30 0.097 ( 0.344) 0.088 0.010
79 6.58 0.33 0.108 ( 0.342) 0.097 0.011
80 6.67 0.33 0.108 ( 0.341) 0.097 0.011
81 6.75 0.33 0.108 ( 0.339) 0.097 0.011
82 6.83 0.33 0.108 ( 0.338) 0.097 0.011
83 6.92 0.33 0.108 ( 0.336) 0.097 0.011
84 7.00 0.33 0.108 ( 0.335) 0.097 0.011
85 7.08 0.33 0.108 ( 0.333) 0.097 0.011
86 7.17 0.33 0.108 ( 0.332) 0.097 0.011
87 7.25 0.33 0.108 ( 0.330) 0.097 0.011
88 7.33 0.37 0.119 ( 0.329) 0.107 0.012
89 7.42 0.37 0.119 ( 0.327) 0.107 0.012
90 7.50 0.37 0.119 ( 0.326) 0.107 0.012
91 7.58 0.40 0.130 ( 0.324) 0.117 0.013
92 7.67 0.40 0.130 ( 0.323) 0.117 0.013
93 7.75 0.40 0.130 ( 0.321) 0.117 0.013
94 7.83 0.43 0.141 ( 0.320) 0.127 0.014
95 7.92 0.43 0.141 ( 0.318) 0.127 0.014
96 8.00 0.43 0.141 ( 0.317) 0.127 0.014
97 8.08 0.50 0.162 ( 0.315) 0.146 0.016
98 8.17 0.50 0.162 ( 0.314) 0.146 0.016
99 8.25 0.50 0.162 ( 0.312) 0.146 0.016
100 8.33 0.50 0.162 ( 0.311) 0.146 0.016
101 8.42 0.50 0.162 ( 0.309) 0.146 0.016
102 8.50 0.50 0.162 ( 0.308) 0.146 0.016
103 8.58 0.53 0.173 ( 0.306) 0.156 0.017
104 8.67 0.53 0.173 ( 0.305) 0.156 0.017
105 8.75 0.53 0.173 ( 0.304) 0.156 0.017
106 8.83 0.57 0.184 ( 0.302) 0.166 0.018
107 8.92 0.57 0.184 ( 0.301) 0.166 0.018
108 9.00 0.57 0.184 ( 0.299) 0.166 0.018
109 9.08 0.63 0.206 ( 0.298) 0.185 0.021
110 9.17 0.63 0.206 ( 0.296) 0.185 0.021
111 9.25 0.63 0.206 ( 0.295) 0.185 0.021
112 9.33 0.67 0.216 ( 0.294) 0.195 0.022
113 9.42 0.67 0.216 ( 0.292) 0.195 0.022
114 9.50 0.67 0.216 ( 0.291) 0.195 0.022
115 9.58 0.70 0.227 ( 0.289) 0.205 0.023
116 9.67 0.70 0.227 ( 0.288) 0.205 0.023
117 9.75 0.70 0.227 ( 0.287) 0.205 0.023
118 9.83 0.73 0.238 ( 0.285) 0.214 0.024
119 9.92 0.73 0.238 ( 0.284) 0.214 0.024
120 10.00 0.73 0.238 ( 0.283) 0.214 0.024
121 10.08 0.50 0.162 ( 0.281) 0.146 0.016
122 10.17 0.50 0.162 ( 0.280) 0.146 0.016
123 10.25 0.50 0.162 ( 0.278) 0.146 0.016
124 10.33 0.50 0.162 ( 0.277) 0.146 0.016
125 10.42 0.50 0.162 ( 0.276) 0.146 0.016
126 10.50 0.50 0.162 ( 0.274) 0.146 0.016
127 10.58 0.67 0.216 ( 0.273) 0.195 0.022
128 10.67 0.67 0.216 ( 0.272) 0.195 0.022
129 10.75 0.67 0.216 ( 0.270) 0.195 0.022
130 10.83 0.67 0.216 ( 0.269) 0.195 0.022
131 10.92 0.67 0.216 ( 0.268) 0.195 0.022
132 11.00 0.67 0.216 ( 0.266) 0.195 0.022
133 11.08 0.63 0.206 ( 0.265) 0.185 0.021
134 11.17 0.63 0.206 ( 0.264) 0.185 0.021
135 11.25 0.63 0.206 ( 0.263) 0.185 0.021
4153
136 11.33 0.63 0.206 ( 0.261) 0.185 0.021
137 11.42 0.63 0.206 ( 0.260) 0.185 0.021
138 11.50 0.63 0.206 ( 0.259) 0.185 0.021
139 11.58 0.57 0.184 ( 0.257) 0.166 0.018
140 11.67 0.57 0.184 ( 0.256) 0.166 0.018
141 11.75 0.57 0.184 ( 0.255) 0.166 0.018
142 11.83 0.60 0.195 ( 0.254) 0.175 0.019
143 11.92 0.60 0.195 ( 0.252) 0.175 0.019
144 12.00 0.60 0.195 ( 0.251) 0.175 0.019
145 12.08 0.83 0.271 ( 0.250) 0.243 0.027
146 12.17 0.83 0.271 ( 0.249) 0.243 0.027
147 12.25 0.83 0.271 ( 0.247) 0.243 0.027
148 12.33 0.87 0.281 0.246 ( 0.253) 0.035
149 12.42 0.87 0.281 0.245 ( 0.253) 0.037
150 12.50 0.87 0.281 0.244 ( 0.253) 0.038
151 12.58 0.93 0.303 0.242 ( 0.273) 0.061
152 12.67 0.93 0.303 0.241 ( 0.273) 0.062
153 12.75 0.93 0.303 0.240 ( 0.273) 0.063
154 12.83 0.97 0.314 0.239 ( 0.282) 0.075
155 12.92 0.97 0.314 0.238 ( 0.282) 0.076
156 13.00 0.97 0.314 0.236 ( 0.282) 0.077
157 13.08 1.13 0.368 0.235 ( 0.331) 0.133
158 13.17 1.13 0.368 0.234 ( 0.331) 0.134
159 13.25 1.13 0.368 0.233 ( 0.331) 0.135
160 13.33 1.13 0.368 0.232 ( 0.331) 0.136
161 13.42 1.13 0.368 0.230 ( 0.331) 0.138
162 13.50 1.13 0.368 0.229 ( 0.331) 0.139
163 13.58 0.77 0.249 ( 0.228) 0.224 0.025
164 13.67 0.77 0.249 ( 0.227) 0.224 0.025
165 13.75 0.77 0.249 ( 0.226) 0.224 0.025
166 13.83 0.77 0.249 ( 0.225) 0.224 0.025
167 13.92 0.77 0.249 0.223 ( 0.224) 0.025
168 14.00 0.77 0.249 0.222 ( 0.224) 0.027
169 14.08 0.90 0.292 0.221 ( 0.263) 0.071
170 14.17 0.90 0.292 0.220 ( 0.263) 0.072
171 14.25 0.90 0.292 0.219 ( 0.263) 0.073
172 14.33 0.87 0.281 0.218 ( 0.253) 0.064
173 14.42 0.87 0.281 0.217 ( 0.253) 0.065
174 14.50 0.87 0.281 0.216 ( 0.253) 0.066
175 14.58 0.87 0.281 0.214 ( 0.253) 0.067
176 14.67 0.87 0.281 0.213 ( 0.253) 0.068
177 14.75 0.87 0.281 0.212 ( 0.253) 0.069
178 14.83 0.83 0.271 0.211 ( 0.243) 0.059
179 14.92 0.83 0.271 0.210 ( 0.243) 0.060
180 15.00 0.83 0.271 0.209 ( 0.243) 0.062
181 15.08 0.80 0.260 0.208 ( 0.234) 0.052
182 15.17 0.80 0.260 0.207 ( 0.234) 0.053
183 15.25 0.80 0.260 0.206 ( 0.234) 0.054
184 15.33 0.77 0.249 0.205 ( 0.224) 0.044
185 15.42 0.77 0.249 0.204 ( 0.224) 0.045
186 15.50 0.77 0.249 0.203 ( 0.224) 0.046
187 15.58 0.63 0.206 ( 0.202) 0.185 0.021
188 15.67 0.63 0.206 ( 0.201) 0.185 0.021
189 15.75 0.63 0.206 ( 0.200) 0.185 0.021
190 15.83 0.63 0.206 ( 0.199) 0.185 0.021
191 15.92 0.63 0.206 ( 0.198) 0.185 0.021
192 16.00 0.63 0.206 ( 0.197) 0.185 0.021
193 16.08 0.13 0.043 ( 0.196) 0.039 0.004
194 16.17 0.13 0.043 ( 0.195) 0.039 0.004
195 16.25 0.13 0.043 ( 0.194) 0.039 0.004
4154
196 16.33 0.13 0.043 ( 0.193) 0.039 0.004
197 16.42 0.13 0.043 ( 0.192) 0.039 0.004
198 16.50 0.13 0.043 ( 0.191) 0.039 0.004
199 16.58 0.10 0.032 ( 0.190) 0.029 0.003
200 16.67 0.10 0.032 ( 0.189) 0.029 0.003
201 16.75 0.10 0.032 ( 0.188) 0.029 0.003
202 16.83 0.10 0.032 ( 0.187) 0.029 0.003
203 16.92 0.10 0.032 ( 0.186) 0.029 0.003
204 17.00 0.10 0.032 ( 0.185) 0.029 0.003
205 17.08 0.17 0.054 ( 0.184) 0.049 0.005
206 17.17 0.17 0.054 ( 0.183) 0.049 0.005
207 17.25 0.17 0.054 ( 0.182) 0.049 0.005
208 17.33 0.17 0.054 ( 0.181) 0.049 0.005
209 17.42 0.17 0.054 ( 0.180) 0.049 0.005
210 17.50 0.17 0.054 ( 0.179) 0.049 0.005
211 17.58 0.17 0.054 ( 0.178) 0.049 0.005
212 17.67 0.17 0.054 ( 0.178) 0.049 0.005
213 17.75 0.17 0.054 ( 0.177) 0.049 0.005
214 17.83 0.13 0.043 ( 0.176) 0.039 0.004
215 17.92 0.13 0.043 ( 0.175) 0.039 0.004
216 18.00 0.13 0.043 ( 0.174) 0.039 0.004
217 18.08 0.13 0.043 ( 0.173) 0.039 0.004
218 18.17 0.13 0.043 ( 0.172) 0.039 0.004
219 18.25 0.13 0.043 ( 0.172) 0.039 0.004
220 18.33 0.13 0.043 ( 0.171) 0.039 0.004
221 18.42 0.13 0.043 ( 0.170) 0.039 0.004
222 18.50 0.13 0.043 ( 0.169) 0.039 0.004
223 18.58 0.10 0.032 ( 0.168) 0.029 0.003
224 18.67 0.10 0.032 ( 0.167) 0.029 0.003
225 18.75 0.10 0.032 ( 0.167) 0.029 0.003
226 18.83 0.07 0.022 ( 0.166) 0.019 0.002
227 18.92 0.07 0.022 ( 0.165) 0.019 0.002
228 19.00 0.07 0.022 ( 0.164) 0.019 0.002
229 19.08 0.10 0.032 ( 0.163) 0.029 0.003
230 19.17 0.10 0.032 ( 0.163) 0.029 0.003
231 19.25 0.10 0.032 ( 0.162) 0.029 0.003
232 19.33 0.13 0.043 ( 0.161) 0.039 0.004
233 19.42 0.13 0.043 ( 0.160) 0.039 0.004
234 19.50 0.13 0.043 ( 0.160) 0.039 0.004
235 19.58 0.10 0.032 ( 0.159) 0.029 0.003
236 19.67 0.10 0.032 ( 0.158) 0.029 0.003
237 19.75 0.10 0.032 ( 0.157) 0.029 0.003
238 19.83 0.07 0.022 ( 0.157) 0.019 0.002
239 19.92 0.07 0.022 ( 0.156) 0.019 0.002
240 20.00 0.07 0.022 ( 0.155) 0.019 0.002
241 20.08 0.10 0.032 ( 0.155) 0.029 0.003
242 20.17 0.10 0.032 ( 0.154) 0.029 0.003
243 20.25 0.10 0.032 ( 0.153) 0.029 0.003
244 20.33 0.10 0.032 ( 0.153) 0.029 0.003
245 20.42 0.10 0.032 ( 0.152) 0.029 0.003
246 20.50 0.10 0.032 ( 0.151) 0.029 0.003
247 20.58 0.10 0.032 ( 0.151) 0.029 0.003
248 20.67 0.10 0.032 ( 0.150) 0.029 0.003
249 20.75 0.10 0.032 ( 0.150) 0.029 0.003
250 20.83 0.07 0.022 ( 0.149) 0.019 0.002
251 20.92 0.07 0.022 ( 0.148) 0.019 0.002
252 21.00 0.07 0.022 ( 0.148) 0.019 0.002
253 21.08 0.10 0.032 ( 0.147) 0.029 0.003
254 21.17 0.10 0.032 ( 0.147) 0.029 0.003
255 21.25 0.10 0.032 ( 0.146) 0.029 0.003
4155
256 21.33 0.07 0.022 ( 0.145) 0.019 0.002
257 21.42 0.07 0.022 ( 0.145) 0.019 0.002
258 21.50 0.07 0.022 ( 0.144) 0.019 0.002
259 21.58 0.10 0.032 ( 0.144) 0.029 0.003
260 21.67 0.10 0.032 ( 0.143) 0.029 0.003
261 21.75 0.10 0.032 ( 0.143) 0.029 0.003
262 21.83 0.07 0.022 ( 0.142) 0.019 0.002
263 21.92 0.07 0.022 ( 0.142) 0.019 0.002
264 22.00 0.07 0.022 ( 0.141) 0.019 0.002
265 22.08 0.10 0.032 ( 0.141) 0.029 0.003
266 22.17 0.10 0.032 ( 0.140) 0.029 0.003
267 22.25 0.10 0.032 ( 0.140) 0.029 0.003
268 22.33 0.07 0.022 ( 0.139) 0.019 0.002
269 22.42 0.07 0.022 ( 0.139) 0.019 0.002
270 22.50 0.07 0.022 ( 0.139) 0.019 0.002
271 22.58 0.07 0.022 ( 0.138) 0.019 0.002
272 22.67 0.07 0.022 ( 0.138) 0.019 0.002
273 22.75 0.07 0.022 ( 0.137) 0.019 0.002
274 22.83 0.07 0.022 ( 0.137) 0.019 0.002
275 22.92 0.07 0.022 ( 0.137) 0.019 0.002
276 23.00 0.07 0.022 ( 0.136) 0.019 0.002
277 23.08 0.07 0.022 ( 0.136) 0.019 0.002
278 23.17 0.07 0.022 ( 0.136) 0.019 0.002
279 23.25 0.07 0.022 ( 0.136) 0.019 0.002
280 23.33 0.07 0.022 ( 0.135) 0.019 0.002
281 23.42 0.07 0.022 ( 0.135) 0.019 0.002
282 23.50 0.07 0.022 ( 0.135) 0.019 0.002
283 23.58 0.07 0.022 ( 0.135) 0.019 0.002
284 23.67 0.07 0.022 ( 0.134) 0.019 0.002
285 23.75 0.07 0.022 ( 0.134) 0.019 0.002
286 23.83 0.07 0.022 ( 0.134) 0.019 0.002
287 23.92 0.07 0.022 ( 0.134) 0.019 0.002
288 24.00 0.07 0.022 ( 0.134) 0.019 0.002
(Loss Rate Not Used)
Sum = 100.0 Sum = 4.7
Flood volume = Effective rainfall 0.39(In)
times area 3.0(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft)
Total soil loss = 2.31(In)
Total soil loss = 0.578(Ac.Ft)
Total rainfall = 2.71(In)
Flood volume = 4261.5 Cubic Feet
Total soil loss = 25196.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.417(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | |
0+10 0.0001 0.01 Q | | | |
0+15 0.0001 0.01 Q | | | |
0+20 0.0002 0.01 Q | | | |
0+25 0.0002 0.01 Q | | | |
0+30 0.0003 0.01 Q | | | |
4156
0+35 0.0004 0.01 Q | | | |
0+40 0.0004 0.01 Q | | | |
0+45 0.0005 0.01 Q | | | |
0+50 0.0006 0.01 Q | | | |
0+55 0.0007 0.01 Q | | | |
1+ 0 0.0008 0.01 Q | | | |
1+ 5 0.0008 0.01 Q | | | |
1+10 0.0009 0.01 Q | | | |
1+15 0.0010 0.01 Q | | | |
1+20 0.0010 0.01 Q | | | |
1+25 0.0011 0.01 Q | | | |
1+30 0.0012 0.01 Q | | | |
1+35 0.0012 0.01 Q | | | |
1+40 0.0013 0.01 Q | | | |
1+45 0.0014 0.01 Q | | | |
1+50 0.0015 0.01 Q | | | |
1+55 0.0015 0.01 Q | | | |
2+ 0 0.0016 0.01 Q | | | |
2+ 5 0.0017 0.01 Q | | | |
2+10 0.0018 0.01 Q | | | |
2+15 0.0019 0.01 Q | | | |
2+20 0.0020 0.01 Q | | | |
2+25 0.0021 0.01 Q | | | |
2+30 0.0022 0.01 Q | | | |
2+35 0.0023 0.01 Q | | | |
2+40 0.0024 0.02 Q | | | |
2+45 0.0025 0.02 QV | | | |
2+50 0.0026 0.02 QV | | | |
2+55 0.0027 0.02 QV | | | |
3+ 0 0.0028 0.02 QV | | | |
3+ 5 0.0029 0.02 QV | | | |
3+10 0.0031 0.02 QV | | | |
3+15 0.0032 0.02 QV | | | |
3+20 0.0033 0.02 QV | | | |
3+25 0.0034 0.02 QV | | | |
3+30 0.0035 0.02 QV | | | |
3+35 0.0036 0.02 QV | | | |
3+40 0.0037 0.02 QV | | | |
3+45 0.0038 0.02 QV | | | |
3+50 0.0040 0.02 QV | | | |
3+55 0.0041 0.02 QV | | | |
4+ 0 0.0042 0.02 QV | | | |
4+ 5 0.0044 0.02 QV | | | |
4+10 0.0045 0.02 QV | | | |
4+15 0.0046 0.02 QV | | | |
4+20 0.0048 0.02 QV | | | |
4+25 0.0049 0.02 Q V | | | |
4+30 0.0051 0.02 Q V | | | |
4+35 0.0053 0.02 Q V | | | |
4+40 0.0054 0.02 Q V | | | |
4+45 0.0056 0.02 Q V | | | |
4+50 0.0057 0.02 Q V | | | |
4+55 0.0059 0.03 Q V | | | |
5+ 0 0.0061 0.03 Q V | | | |
5+ 5 0.0063 0.02 Q V | | | |
5+10 0.0064 0.02 Q V | | | |
5+15 0.0065 0.02 Q V | | | |
5+20 0.0067 0.02 Q V | | | |
5+25 0.0068 0.02 Q V | | | |
5+30 0.0070 0.02 Q V | | | |
4157
5+35 0.0072 0.02 Q V | | | |
5+40 0.0073 0.03 Q V | | | |
5+45 0.0075 0.03 Q V | | | |
5+50 0.0077 0.03 Q V | | | |
5+55 0.0079 0.03 Q V | | | |
6+ 0 0.0081 0.03 Q V | | | |
6+ 5 0.0083 0.03 Q V | | | |
6+10 0.0085 0.03 Q V | | | |
6+15 0.0087 0.03 Q V | | | |
6+20 0.0089 0.03 Q V | | | |
6+25 0.0091 0.03 Q V | | | |
6+30 0.0093 0.03 Q V | | | |
6+35 0.0095 0.03 Q V | | | |
6+40 0.0097 0.03 Q V | | | |
6+45 0.0099 0.03 Q V | | | |
6+50 0.0102 0.03 Q V | | | |
6+55 0.0104 0.03 Q V | | | |
7+ 0 0.0106 0.03 Q V | | | |
7+ 5 0.0108 0.03 Q V | | | |
7+10 0.0111 0.03 Q V | | | |
7+15 0.0113 0.03 Q V | | | |
7+20 0.0115 0.03 Q V | | | |
7+25 0.0118 0.04 Q V | | | |
7+30 0.0120 0.04 Q V | | | |
7+35 0.0123 0.04 Q V | | | |
7+40 0.0125 0.04 Q V | | | |
7+45 0.0128 0.04 Q V | | | |
7+50 0.0131 0.04 Q V | | | |
7+55 0.0134 0.04 Q V | | | |
8+ 0 0.0137 0.04 Q V | | | |
8+ 5 0.0140 0.05 Q V | | | |
8+10 0.0143 0.05 Q V | | | |
8+15 0.0147 0.05 Q V | | | |
8+20 0.0150 0.05 Q V | | | |
8+25 0.0153 0.05 Q V | | | |
8+30 0.0157 0.05 Q V | | | |
8+35 0.0160 0.05 Q V | | | |
8+40 0.0164 0.05 Q V | | | |
8+45 0.0167 0.05 Q V | | | |
8+50 0.0171 0.05 Q V | | | |
8+55 0.0175 0.06 Q V | | | |
9+ 0 0.0179 0.06 Q V | | | |
9+ 5 0.0183 0.06 Q V | | | |
9+10 0.0187 0.06 Q V | | | |
9+15 0.0191 0.06 Q V | | | |
9+20 0.0196 0.06 Q V | | | |
9+25 0.0200 0.07 Q V | | | |
9+30 0.0205 0.07 Q V | | | |
9+35 0.0209 0.07 Q V | | | |
9+40 0.0214 0.07 Q V | | | |
9+45 0.0219 0.07 Q V | | | |
9+50 0.0224 0.07 Q V| | | |
9+55 0.0228 0.07 Q V| | | |
10+ 0 0.0233 0.07 Q V| | | |
10+ 5 0.0238 0.06 Q V| | | |
10+10 0.0241 0.05 Q V| | | |
10+15 0.0245 0.05 Q V | | |
10+20 0.0248 0.05 Q V | | |
10+25 0.0251 0.05 Q V | | |
10+30 0.0255 0.05 Q V | | |
4158
10+35 0.0259 0.06 Q V | | |
10+40 0.0263 0.06 Q V | | |
10+45 0.0268 0.06 Q V | | |
10+50 0.0272 0.07 Q |V | | |
10+55 0.0277 0.07 Q |V | | |
11+ 0 0.0281 0.07 Q |V | | |
11+ 5 0.0285 0.06 Q |V | | |
11+10 0.0290 0.06 Q |V | | |
11+15 0.0294 0.06 Q | V | | |
11+20 0.0298 0.06 Q | V | | |
11+25 0.0303 0.06 Q | V | | |
11+30 0.0307 0.06 Q | V | | |
11+35 0.0311 0.06 Q | V | | |
11+40 0.0315 0.06 Q | V | | |
11+45 0.0319 0.06 Q | V | | |
11+50 0.0323 0.06 Q | V | | |
11+55 0.0327 0.06 Q | V | | |
12+ 0 0.0331 0.06 Q | V | | |
12+ 5 0.0336 0.07 Q | V | | |
12+10 0.0341 0.08 Q | V | | |
12+15 0.0347 0.08 Q | V | | |
12+20 0.0353 0.09 Q | V | | |
12+25 0.0360 0.11 Q | V | | |
12+30 0.0368 0.11 Q | V | | |
12+35 0.0378 0.15 Q | V | | |
12+40 0.0390 0.18 Q | V | | |
12+45 0.0403 0.19 Q | V | | |
12+50 0.0417 0.21 Q | V | | |
12+55 0.0433 0.22 Q | V | | |
13+ 0 0.0449 0.23 Q | V | | |
13+ 5 0.0471 0.31 |Q | V| | |
13+10 0.0497 0.39 |Q | V | |
13+15 0.0525 0.40 |Q | |V | |
13+20 0.0553 0.41 |Q | | V | |
13+25 0.0581 0.41 |Q | | V | |
13+30 0.0610 0.42 |Q | | V | |
13+35 0.0628 0.25 |Q | | V | |
13+40 0.0635 0.11 Q | | V | |
13+45 0.0641 0.09 Q | | V | |
13+50 0.0646 0.08 Q | | V | |
13+55 0.0652 0.08 Q | | V | |
14+ 0 0.0657 0.08 Q | | V | |
14+ 5 0.0667 0.14 Q | | V | |
14+10 0.0681 0.20 Q | | V | |
14+15 0.0696 0.22 Q | | V | |
14+20 0.0710 0.21 Q | | V| |
14+25 0.0724 0.20 Q | | V| |
14+30 0.0737 0.20 Q | | V |
14+35 0.0751 0.20 Q | | V |
14+40 0.0765 0.20 Q | | |V |
14+45 0.0779 0.21 Q | | |V |
14+50 0.0793 0.19 Q | | | V |
14+55 0.0805 0.18 Q | | | V |
15+ 0 0.0818 0.18 Q | | | V |
15+ 5 0.0830 0.17 Q | | | V |
15+10 0.0841 0.16 Q | | | V |
15+15 0.0852 0.16 Q | | | V |
15+20 0.0862 0.15 Q | | | V |
15+25 0.0872 0.14 Q | | | V |
15+30 0.0881 0.14 Q | | | V |
4159
15+35 0.0888 0.10 Q | | | V |
15+40 0.0893 0.07 Q | | | V |
15+45 0.0898 0.06 Q | | | V |
15+50 0.0902 0.06 Q | | | V |
15+55 0.0906 0.06 Q | | | V |
16+ 0 0.0911 0.06 Q | | | V |
16+ 5 0.0913 0.04 Q | | | V |
16+10 0.0914 0.02 Q | | | V |
16+15 0.0915 0.01 Q | | | V |
16+20 0.0916 0.01 Q | | | V |
16+25 0.0917 0.01 Q | | | V |
16+30 0.0918 0.01 Q | | | V |
16+35 0.0919 0.01 Q | | | V |
16+40 0.0920 0.01 Q | | | V |
16+45 0.0920 0.01 Q | | | V |
16+50 0.0921 0.01 Q | | | V |
16+55 0.0922 0.01 Q | | | V |
17+ 0 0.0922 0.01 Q | | | V |
17+ 5 0.0923 0.01 Q | | | V |
17+10 0.0924 0.02 Q | | | V |
17+15 0.0925 0.02 Q | | | V |
17+20 0.0927 0.02 Q | | | V |
17+25 0.0928 0.02 Q | | | V |
17+30 0.0929 0.02 Q | | | V |
17+35 0.0930 0.02 Q | | | V |
17+40 0.0931 0.02 Q | | | V |
17+45 0.0932 0.02 Q | | | V |
17+50 0.0933 0.01 Q | | | V |
17+55 0.0934 0.01 Q | | | V |
18+ 0 0.0935 0.01 Q | | | V |
18+ 5 0.0936 0.01 Q | | | V |
18+10 0.0937 0.01 Q | | | V |
18+15 0.0938 0.01 Q | | | V |
18+20 0.0939 0.01 Q | | | V |
18+25 0.0940 0.01 Q | | | V |
18+30 0.0941 0.01 Q | | | V |
18+35 0.0941 0.01 Q | | | V |
18+40 0.0942 0.01 Q | | | V |
18+45 0.0943 0.01 Q | | | V |
18+50 0.0943 0.01 Q | | | V |
18+55 0.0944 0.01 Q | | | V |
19+ 0 0.0944 0.01 Q | | | V |
19+ 5 0.0945 0.01 Q | | | V |
19+10 0.0945 0.01 Q | | | V |
19+15 0.0946 0.01 Q | | | V |
19+20 0.0947 0.01 Q | | | V |
19+25 0.0948 0.01 Q | | | V |
19+30 0.0949 0.01 Q | | | V |
19+35 0.0949 0.01 Q | | | V |
19+40 0.0950 0.01 Q | | | V |
19+45 0.0951 0.01 Q | | | V |
19+50 0.0951 0.01 Q | | | V |
19+55 0.0952 0.01 Q | | | V |
20+ 0 0.0952 0.01 Q | | | V |
20+ 5 0.0953 0.01 Q | | | V |
20+10 0.0954 0.01 Q | | | V |
20+15 0.0954 0.01 Q | | | V|
20+20 0.0955 0.01 Q | | | V|
20+25 0.0956 0.01 Q | | | V|
20+30 0.0956 0.01 Q | | | V|
4160
20+35 0.0957 0.01 Q | | | V|
20+40 0.0958 0.01 Q | | | V|
20+45 0.0958 0.01 Q | | | V|
20+50 0.0959 0.01 Q | | | V|
20+55 0.0959 0.01 Q | | | V|
21+ 0 0.0960 0.01 Q | | | V|
21+ 5 0.0960 0.01 Q | | | V|
21+10 0.0961 0.01 Q | | | V|
21+15 0.0962 0.01 Q | | | V|
21+20 0.0962 0.01 Q | | | V|
21+25 0.0963 0.01 Q | | | V|
21+30 0.0963 0.01 Q | | | V|
21+35 0.0964 0.01 Q | | | V|
21+40 0.0964 0.01 Q | | | V|
21+45 0.0965 0.01 Q | | | V|
21+50 0.0966 0.01 Q | | | V|
21+55 0.0966 0.01 Q | | | V|
22+ 0 0.0967 0.01 Q | | | V|
22+ 5 0.0967 0.01 Q | | | V|
22+10 0.0968 0.01 Q | | | V|
22+15 0.0968 0.01 Q | | | V|
22+20 0.0969 0.01 Q | | | V|
22+25 0.0969 0.01 Q | | | V|
22+30 0.0970 0.01 Q | | | V|
22+35 0.0970 0.01 Q | | | V|
22+40 0.0971 0.01 Q | | | V|
22+45 0.0971 0.01 Q | | | V|
22+50 0.0972 0.01 Q | | | V|
22+55 0.0972 0.01 Q | | | V|
23+ 0 0.0973 0.01 Q | | | V|
23+ 5 0.0973 0.01 Q | | | V|
23+10 0.0973 0.01 Q | | | V|
23+15 0.0974 0.01 Q | | | V|
23+20 0.0974 0.01 Q | | | V|
23+25 0.0975 0.01 Q | | | V|
23+30 0.0975 0.01 Q | | | V|
23+35 0.0976 0.01 Q | | | V|
23+40 0.0976 0.01 Q | | | V|
23+45 0.0977 0.01 Q | | | V|
23+50 0.0977 0.01 Q | | | V|
23+55 0.0978 0.01 Q | | | V|
24+ 0 0.0978 0.01 Q | | | V|
24+ 5 0.0978 0.00 Q | | | V|
24+10 0.0978 0.00 Q | | | V|
24+15 0.0978 0.00 Q | | | V|
----------------------------------------------------------------------- 4161
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2012, Version 8.2 Study date 07/01/24 File: 24077E24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6310
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- 24-077

EXISTING CONDITIONS
100 YEAR STORM
-------------------------------------------------------------------- Drainage Area = 3.00(Ac.) = 0.005 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.00(Ac.) = 0.005 Sq. Mi.

Length along longest watercourse = 412.80(Ft.)
Length along longest watercourse measured to centroid = 271.90(Ft.) Length along longest watercourse = 0.078 Mi.

Length along longest watercourse measured to centroid = 0.051 Mi.

Difference in elevation = 3.20(Ft.)
Slope along watercourse = 40.9302 Ft./Mi.

Average Manning's 'N' = 0.025
Lag time = 0.036 Hr.

Lag time = 2.19 Min.
25% of lag time = 0.55 Min.
40% of lag time = 0.87 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 1.80 5.40
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 4.00 12.00
4162
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 4.000(In)
Point rain (area averaged) = 4.000(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4.000(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.000 78.00 0.000
Total Area Entered = 3.00(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

78.0 78.0 0.268 0.000 0.268 1.000 0.268
Sum (F) = 0.268
Area averaged mean soil loss (F) (In/Hr) = 0.268
Minimum soil loss rate ((In/Hr)) = 0.134
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 228.613 47.946 1.450
2 0.167 457.226 41.420 1.252
3 0.250 685.839 7.739 0.234
4 0.333 914.452 2.895 0.088
Sum = 100.000 Sum= 3.023
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.032 ( 0.474) 0.029 0.003
2 0.17 0.07 0.032 ( 0.473) 0.029 0.003
3 0.25 0.07 0.032 ( 0.471) 0.029 0.003
4 0.33 0.10 0.048 ( 0.469) 0.043 0.005
5 0.42 0.10 0.048 ( 0.467) 0.043 0.005
6 0.50 0.10 0.048 ( 0.465) 0.043 0.005
7 0.58 0.10 0.048 ( 0.463) 0.043 0.005
8 0.67 0.10 0.048 ( 0.462) 0.043 0.005
9 0.75 0.10 0.048 ( 0.460) 0.043 0.005
10 0.83 0.13 0.064 ( 0.458) 0.058 0.006
11 0.92 0.13 0.064 ( 0.456) 0.058 0.006
12 1.00 0.13 0.064 ( 0.454) 0.058 0.006
13 1.08 0.10 0.048 ( 0.453) 0.043 0.005
14 1.17 0.10 0.048 ( 0.451) 0.043 0.005
15 1.25 0.10 0.048 ( 0.449) 0.043 0.005
4163
16 1.33 0.10 0.048 ( 0.447) 0.043 0.005
17 1.42 0.10 0.048 ( 0.445) 0.043 0.005
18 1.50 0.10 0.048 ( 0.444) 0.043 0.005
19 1.58 0.10 0.048 ( 0.442) 0.043 0.005
20 1.67 0.10 0.048 ( 0.440) 0.043 0.005
21 1.75 0.10 0.048 ( 0.438) 0.043 0.005
22 1.83 0.13 0.064 ( 0.437) 0.058 0.006
23 1.92 0.13 0.064 ( 0.435) 0.058 0.006
24 2.00 0.13 0.064 ( 0.433) 0.058 0.006
25 2.08 0.13 0.064 ( 0.431) 0.058 0.006
26 2.17 0.13 0.064 ( 0.430) 0.058 0.006
27 2.25 0.13 0.064 ( 0.428) 0.058 0.006
28 2.33 0.13 0.064 ( 0.426) 0.058 0.006
29 2.42 0.13 0.064 ( 0.424) 0.058 0.006
30 2.50 0.13 0.064 ( 0.423) 0.058 0.006
31 2.58 0.17 0.080 ( 0.421) 0.072 0.008
32 2.67 0.17 0.080 ( 0.419) 0.072 0.008
33 2.75 0.17 0.080 ( 0.417) 0.072 0.008
34 2.83 0.17 0.080 ( 0.416) 0.072 0.008
35 2.92 0.17 0.080 ( 0.414) 0.072 0.008
36 3.00 0.17 0.080 ( 0.412) 0.072 0.008
37 3.08 0.17 0.080 ( 0.411) 0.072 0.008
38 3.17 0.17 0.080 ( 0.409) 0.072 0.008
39 3.25 0.17 0.080 ( 0.407) 0.072 0.008
40 3.33 0.17 0.080 ( 0.405) 0.072 0.008
41 3.42 0.17 0.080 ( 0.404) 0.072 0.008
42 3.50 0.17 0.080 ( 0.402) 0.072 0.008
43 3.58 0.17 0.080 ( 0.400) 0.072 0.008
44 3.67 0.17 0.080 ( 0.399) 0.072 0.008
45 3.75 0.17 0.080 ( 0.397) 0.072 0.008
46 3.83 0.20 0.096 ( 0.395) 0.086 0.010
47 3.92 0.20 0.096 ( 0.394) 0.086 0.010
48 4.00 0.20 0.096 ( 0.392) 0.086 0.010
49 4.08 0.20 0.096 ( 0.390) 0.086 0.010
50 4.17 0.20 0.096 ( 0.389) 0.086 0.010
51 4.25 0.20 0.096 ( 0.387) 0.086 0.010
52 4.33 0.23 0.112 ( 0.385) 0.101 0.011
53 4.42 0.23 0.112 ( 0.384) 0.101 0.011
54 4.50 0.23 0.112 ( 0.382) 0.101 0.011
55 4.58 0.23 0.112 ( 0.381) 0.101 0.011
56 4.67 0.23 0.112 ( 0.379) 0.101 0.011
57 4.75 0.23 0.112 ( 0.377) 0.101 0.011
58 4.83 0.27 0.128 ( 0.376) 0.115 0.013
59 4.92 0.27 0.128 ( 0.374) 0.115 0.013
60 5.00 0.27 0.128 ( 0.372) 0.115 0.013
61 5.08 0.20 0.096 ( 0.371) 0.086 0.010
62 5.17 0.20 0.096 ( 0.369) 0.086 0.010
63 5.25 0.20 0.096 ( 0.368) 0.086 0.010
64 5.33 0.23 0.112 ( 0.366) 0.101 0.011
65 5.42 0.23 0.112 ( 0.364) 0.101 0.011
66 5.50 0.23 0.112 ( 0.363) 0.101 0.011
67 5.58 0.27 0.128 ( 0.361) 0.115 0.013
68 5.67 0.27 0.128 ( 0.360) 0.115 0.013
69 5.75 0.27 0.128 ( 0.358) 0.115 0.013
70 5.83 0.27 0.128 ( 0.356) 0.115 0.013
71 5.92 0.27 0.128 ( 0.355) 0.115 0.013
72 6.00 0.27 0.128 ( 0.353) 0.115 0.013
73 6.08 0.30 0.144 ( 0.352) 0.130 0.014
74 6.17 0.30 0.144 ( 0.350) 0.130 0.014
75 6.25 0.30 0.144 ( 0.349) 0.130 0.014
4164
76 6.33 0.30 0.144 ( 0.347) 0.130 0.014
77 6.42 0.30 0.144 ( 0.345) 0.130 0.014
78 6.50 0.30 0.144 ( 0.344) 0.130 0.014
79 6.58 0.33 0.160 ( 0.342) 0.144 0.016
80 6.67 0.33 0.160 ( 0.341) 0.144 0.016
81 6.75 0.33 0.160 ( 0.339) 0.144 0.016
82 6.83 0.33 0.160 ( 0.338) 0.144 0.016
83 6.92 0.33 0.160 ( 0.336) 0.144 0.016
84 7.00 0.33 0.160 ( 0.335) 0.144 0.016
85 7.08 0.33 0.160 ( 0.333) 0.144 0.016
86 7.17 0.33 0.160 ( 0.332) 0.144 0.016
87 7.25 0.33 0.160 ( 0.330) 0.144 0.016
88 7.33 0.37 0.176 ( 0.329) 0.158 0.018
89 7.42 0.37 0.176 ( 0.327) 0.158 0.018
90 7.50 0.37 0.176 ( 0.326) 0.158 0.018
91 7.58 0.40 0.192 ( 0.324) 0.173 0.019
92 7.67 0.40 0.192 ( 0.323) 0.173 0.019
93 7.75 0.40 0.192 ( 0.321) 0.173 0.019
94 7.83 0.43 0.208 ( 0.320) 0.187 0.021
95 7.92 0.43 0.208 ( 0.318) 0.187 0.021
96 8.00 0.43 0.208 ( 0.317) 0.187 0.021
97 8.08 0.50 0.240 ( 0.315) 0.216 0.024
98 8.17 0.50 0.240 ( 0.314) 0.216 0.024
99 8.25 0.50 0.240 ( 0.312) 0.216 0.024
100 8.33 0.50 0.240 ( 0.311) 0.216 0.024
101 8.42 0.50 0.240 ( 0.309) 0.216 0.024
102 8.50 0.50 0.240 ( 0.308) 0.216 0.024
103 8.58 0.53 0.256 ( 0.306) 0.230 0.026
104 8.67 0.53 0.256 ( 0.305) 0.230 0.026
105 8.75 0.53 0.256 ( 0.304) 0.230 0.026
106 8.83 0.57 0.272 ( 0.302) 0.245 0.027
107 8.92 0.57 0.272 ( 0.301) 0.245 0.027
108 9.00 0.57 0.272 ( 0.299) 0.245 0.027
109 9.08 0.63 0.304 ( 0.298) 0.274 0.030
110 9.17 0.63 0.304 ( 0.296) 0.274 0.030
111 9.25 0.63 0.304 ( 0.295) 0.274 0.030
112 9.33 0.67 0.320 ( 0.294) 0.288 0.032
113 9.42 0.67 0.320 ( 0.292) 0.288 0.032
114 9.50 0.67 0.320 ( 0.291) 0.288 0.032
115 9.58 0.70 0.336 0.289 ( 0.302) 0.047
116 9.67 0.70 0.336 0.288 ( 0.302) 0.048
117 9.75 0.70 0.336 0.287 ( 0.302) 0.049
118 9.83 0.73 0.352 0.285 ( 0.317) 0.067
119 9.92 0.73 0.352 0.284 ( 0.317) 0.068
120 10.00 0.73 0.352 0.283 ( 0.317) 0.069
121 10.08 0.50 0.240 ( 0.281) 0.216 0.024
122 10.17 0.50 0.240 ( 0.280) 0.216 0.024
123 10.25 0.50 0.240 ( 0.278) 0.216 0.024
124 10.33 0.50 0.240 ( 0.277) 0.216 0.024
125 10.42 0.50 0.240 ( 0.276) 0.216 0.024
126 10.50 0.50 0.240 ( 0.274) 0.216 0.024
127 10.58 0.67 0.320 0.273 ( 0.288) 0.047
128 10.67 0.67 0.320 0.272 ( 0.288) 0.048
129 10.75 0.67 0.320 0.270 ( 0.288) 0.050
130 10.83 0.67 0.320 0.269 ( 0.288) 0.051
131 10.92 0.67 0.320 0.268 ( 0.288) 0.052
132 11.00 0.67 0.320 0.266 ( 0.288) 0.054
133 11.08 0.63 0.304 0.265 ( 0.274) 0.039
134 11.17 0.63 0.304 0.264 ( 0.274) 0.040
135 11.25 0.63 0.304 0.263 ( 0.274) 0.041
4165
136 11.33 0.63 0.304 0.261 ( 0.274) 0.043
137 11.42 0.63 0.304 0.260 ( 0.274) 0.044
138 11.50 0.63 0.304 0.259 ( 0.274) 0.045
139 11.58 0.57 0.272 ( 0.257) 0.245 0.027
140 11.67 0.57 0.272 ( 0.256) 0.245 0.027
141 11.75 0.57 0.272 ( 0.255) 0.245 0.027
142 11.83 0.60 0.288 0.254 ( 0.259) 0.034
143 11.92 0.60 0.288 0.252 ( 0.259) 0.036
144 12.00 0.60 0.288 0.251 ( 0.259) 0.037
145 12.08 0.83 0.400 0.250 ( 0.360) 0.150
146 12.17 0.83 0.400 0.249 ( 0.360) 0.151
147 12.25 0.83 0.400 0.247 ( 0.360) 0.153
148 12.33 0.87 0.416 0.246 ( 0.374) 0.170
149 12.42 0.87 0.416 0.245 ( 0.374) 0.171
150 12.50 0.87 0.416 0.244 ( 0.374) 0.172
151 12.58 0.93 0.448 0.242 ( 0.403) 0.206
152 12.67 0.93 0.448 0.241 ( 0.403) 0.207
153 12.75 0.93 0.448 0.240 ( 0.403) 0.208
154 12.83 0.97 0.464 0.239 ( 0.418) 0.225
155 12.92 0.97 0.464 0.238 ( 0.418) 0.226
156 13.00 0.97 0.464 0.236 ( 0.418) 0.228
157 13.08 1.13 0.544 0.235 ( 0.490) 0.309
158 13.17 1.13 0.544 0.234 ( 0.490) 0.310
159 13.25 1.13 0.544 0.233 ( 0.490) 0.311
160 13.33 1.13 0.544 0.232 ( 0.490) 0.312
161 13.42 1.13 0.544 0.230 ( 0.490) 0.314
162 13.50 1.13 0.544 0.229 ( 0.490) 0.315
163 13.58 0.77 0.368 0.228 ( 0.331) 0.140
164 13.67 0.77 0.368 0.227 ( 0.331) 0.141
165 13.75 0.77 0.368 0.226 ( 0.331) 0.142
166 13.83 0.77 0.368 0.225 ( 0.331) 0.143
167 13.92 0.77 0.368 0.223 ( 0.331) 0.145
168 14.00 0.77 0.368 0.222 ( 0.331) 0.146
169 14.08 0.90 0.432 0.221 ( 0.389) 0.211
170 14.17 0.90 0.432 0.220 ( 0.389) 0.212
171 14.25 0.90 0.432 0.219 ( 0.389) 0.213
172 14.33 0.87 0.416 0.218 ( 0.374) 0.198
173 14.42 0.87 0.416 0.217 ( 0.374) 0.199
174 14.50 0.87 0.416 0.216 ( 0.374) 0.200
175 14.58 0.87 0.416 0.214 ( 0.374) 0.202
176 14.67 0.87 0.416 0.213 ( 0.374) 0.203
177 14.75 0.87 0.416 0.212 ( 0.374) 0.204
178 14.83 0.83 0.400 0.211 ( 0.360) 0.189
179 14.92 0.83 0.400 0.210 ( 0.360) 0.190
180 15.00 0.83 0.400 0.209 ( 0.360) 0.191
181 15.08 0.80 0.384 0.208 ( 0.346) 0.176
182 15.17 0.80 0.384 0.207 ( 0.346) 0.177
183 15.25 0.80 0.384 0.206 ( 0.346) 0.178
184 15.33 0.77 0.368 0.205 ( 0.331) 0.163
185 15.42 0.77 0.368 0.204 ( 0.331) 0.164
186 15.50 0.77 0.368 0.203 ( 0.331) 0.165
187 15.58 0.63 0.304 0.202 ( 0.274) 0.102
188 15.67 0.63 0.304 0.201 ( 0.274) 0.103
189 15.75 0.63 0.304 0.200 ( 0.274) 0.104
190 15.83 0.63 0.304 0.199 ( 0.274) 0.105
191 15.92 0.63 0.304 0.198 ( 0.274) 0.106
192 16.00 0.63 0.304 0.197 ( 0.274) 0.107
193 16.08 0.13 0.064 ( 0.196) 0.058 0.006
194 16.17 0.13 0.064 ( 0.195) 0.058 0.006
195 16.25 0.13 0.064 ( 0.194) 0.058 0.006
4166
196 16.33 0.13 0.064 ( 0.193) 0.058 0.006
197 16.42 0.13 0.064 ( 0.192) 0.058 0.006
198 16.50 0.13 0.064 ( 0.191) 0.058 0.006
199 16.58 0.10 0.048 ( 0.190) 0.043 0.005
200 16.67 0.10 0.048 ( 0.189) 0.043 0.005
201 16.75 0.10 0.048 ( 0.188) 0.043 0.005
202 16.83 0.10 0.048 ( 0.187) 0.043 0.005
203 16.92 0.10 0.048 ( 0.186) 0.043 0.005
204 17.00 0.10 0.048 ( 0.185) 0.043 0.005
205 17.08 0.17 0.080 ( 0.184) 0.072 0.008
206 17.17 0.17 0.080 ( 0.183) 0.072 0.008
207 17.25 0.17 0.080 ( 0.182) 0.072 0.008
208 17.33 0.17 0.080 ( 0.181) 0.072 0.008
209 17.42 0.17 0.080 ( 0.180) 0.072 0.008
210 17.50 0.17 0.080 ( 0.179) 0.072 0.008
211 17.58 0.17 0.080 ( 0.178) 0.072 0.008
212 17.67 0.17 0.080 ( 0.178) 0.072 0.008
213 17.75 0.17 0.080 ( 0.177) 0.072 0.008
214 17.83 0.13 0.064 ( 0.176) 0.058 0.006
215 17.92 0.13 0.064 ( 0.175) 0.058 0.006
216 18.00 0.13 0.064 ( 0.174) 0.058 0.006
217 18.08 0.13 0.064 ( 0.173) 0.058 0.006
218 18.17 0.13 0.064 ( 0.172) 0.058 0.006
219 18.25 0.13 0.064 ( 0.172) 0.058 0.006
220 18.33 0.13 0.064 ( 0.171) 0.058 0.006
221 18.42 0.13 0.064 ( 0.170) 0.058 0.006
222 18.50 0.13 0.064 ( 0.169) 0.058 0.006
223 18.58 0.10 0.048 ( 0.168) 0.043 0.005
224 18.67 0.10 0.048 ( 0.167) 0.043 0.005
225 18.75 0.10 0.048 ( 0.167) 0.043 0.005
226 18.83 0.07 0.032 ( 0.166) 0.029 0.003
227 18.92 0.07 0.032 ( 0.165) 0.029 0.003
228 19.00 0.07 0.032 ( 0.164) 0.029 0.003
229 19.08 0.10 0.048 ( 0.163) 0.043 0.005
230 19.17 0.10 0.048 ( 0.163) 0.043 0.005
231 19.25 0.10 0.048 ( 0.162) 0.043 0.005
232 19.33 0.13 0.064 ( 0.161) 0.058 0.006
233 19.42 0.13 0.064 ( 0.160) 0.058 0.006
234 19.50 0.13 0.064 ( 0.160) 0.058 0.006
235 19.58 0.10 0.048 ( 0.159) 0.043 0.005
236 19.67 0.10 0.048 ( 0.158) 0.043 0.005
237 19.75 0.10 0.048 ( 0.157) 0.043 0.005
238 19.83 0.07 0.032 ( 0.157) 0.029 0.003
239 19.92 0.07 0.032 ( 0.156) 0.029 0.003
240 20.00 0.07 0.032 ( 0.155) 0.029 0.003
241 20.08 0.10 0.048 ( 0.155) 0.043 0.005
242 20.17 0.10 0.048 ( 0.154) 0.043 0.005
243 20.25 0.10 0.048 ( 0.153) 0.043 0.005
244 20.33 0.10 0.048 ( 0.153) 0.043 0.005
245 20.42 0.10 0.048 ( 0.152) 0.043 0.005
246 20.50 0.10 0.048 ( 0.151) 0.043 0.005
247 20.58 0.10 0.048 ( 0.151) 0.043 0.005
248 20.67 0.10 0.048 ( 0.150) 0.043 0.005
249 20.75 0.10 0.048 ( 0.150) 0.043 0.005
250 20.83 0.07 0.032 ( 0.149) 0.029 0.003
251 20.92 0.07 0.032 ( 0.148) 0.029 0.003
252 21.00 0.07 0.032 ( 0.148) 0.029 0.003
253 21.08 0.10 0.048 ( 0.147) 0.043 0.005
254 21.17 0.10 0.048 ( 0.147) 0.043 0.005
255 21.25 0.10 0.048 ( 0.146) 0.043 0.005
4167
256 21.33 0.07 0.032 ( 0.145) 0.029 0.003
257 21.42 0.07 0.032 ( 0.145) 0.029 0.003
258 21.50 0.07 0.032 ( 0.144) 0.029 0.003
259 21.58 0.10 0.048 ( 0.144) 0.043 0.005
260 21.67 0.10 0.048 ( 0.143) 0.043 0.005
261 21.75 0.10 0.048 ( 0.143) 0.043 0.005
262 21.83 0.07 0.032 ( 0.142) 0.029 0.003
263 21.92 0.07 0.032 ( 0.142) 0.029 0.003
264 22.00 0.07 0.032 ( 0.141) 0.029 0.003
265 22.08 0.10 0.048 ( 0.141) 0.043 0.005
266 22.17 0.10 0.048 ( 0.140) 0.043 0.005
267 22.25 0.10 0.048 ( 0.140) 0.043 0.005
268 22.33 0.07 0.032 ( 0.139) 0.029 0.003
269 22.42 0.07 0.032 ( 0.139) 0.029 0.003
270 22.50 0.07 0.032 ( 0.139) 0.029 0.003
271 22.58 0.07 0.032 ( 0.138) 0.029 0.003
272 22.67 0.07 0.032 ( 0.138) 0.029 0.003
273 22.75 0.07 0.032 ( 0.137) 0.029 0.003
274 22.83 0.07 0.032 ( 0.137) 0.029 0.003
275 22.92 0.07 0.032 ( 0.137) 0.029 0.003
276 23.00 0.07 0.032 ( 0.136) 0.029 0.003
277 23.08 0.07 0.032 ( 0.136) 0.029 0.003
278 23.17 0.07 0.032 ( 0.136) 0.029 0.003
279 23.25 0.07 0.032 ( 0.136) 0.029 0.003
280 23.33 0.07 0.032 ( 0.135) 0.029 0.003
281 23.42 0.07 0.032 ( 0.135) 0.029 0.003
282 23.50 0.07 0.032 ( 0.135) 0.029 0.003
283 23.58 0.07 0.032 ( 0.135) 0.029 0.003
284 23.67 0.07 0.032 ( 0.134) 0.029 0.003
285 23.75 0.07 0.032 ( 0.134) 0.029 0.003
286 23.83 0.07 0.032 ( 0.134) 0.029 0.003
287 23.92 0.07 0.032 ( 0.134) 0.029 0.003
288 24.00 0.07 0.032 ( 0.134) 0.029 0.003
(Loss Rate Not Used)
Sum = 100.0 Sum = 12.2
Flood volume = Effective rainfall 1.02(In)
times area 3.0(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft)
Total soil loss = 2.98(In)
Total soil loss = 0.745(Ac.Ft)
Total rainfall = 4.00(In)
Flood volume = 11098.8 Cubic Feet
Total soil loss = 32460.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.950(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | |
0+10 0.0001 0.01 Q | | | |
0+15 0.0002 0.01 Q | | | |
0+20 0.0002 0.01 Q | | | |
0+25 0.0003 0.01 Q | | | |
0+30 0.0004 0.01 Q | | | |
4168
0+35 0.0005 0.01 Q | | | |
0+40 0.0006 0.01 Q | | | |
0+45 0.0007 0.01 Q | | | |
0+50 0.0009 0.02 Q | | | |
0+55 0.0010 0.02 Q | | | |
1+ 0 0.0011 0.02 Q | | | |
1+ 5 0.0012 0.02 Q | | | |
1+10 0.0013 0.02 Q | | | |
1+15 0.0014 0.01 Q | | | |
1+20 0.0015 0.01 Q | | | |
1+25 0.0016 0.01 Q | | | |
1+30 0.0017 0.01 Q | | | |
1+35 0.0018 0.01 Q | | | |
1+40 0.0019 0.01 Q | | | |
1+45 0.0020 0.01 Q | | | |
1+50 0.0022 0.02 Q | | | |
1+55 0.0023 0.02 Q | | | |
2+ 0 0.0024 0.02 Q | | | |
2+ 5 0.0025 0.02 Q | | | |
2+10 0.0027 0.02 Q | | | |
2+15 0.0028 0.02 Q | | | |
2+20 0.0029 0.02 Q | | | |
2+25 0.0031 0.02 Q | | | |
2+30 0.0032 0.02 Q | | | |
2+35 0.0034 0.02 Q | | | |
2+40 0.0035 0.02 Q | | | |
2+45 0.0037 0.02 Q | | | |
2+50 0.0039 0.02 Q | | | |
2+55 0.0040 0.02 Q | | | |
3+ 0 0.0042 0.02 Q | | | |
3+ 5 0.0044 0.02 Q | | | |
3+10 0.0045 0.02 Q | | | |
3+15 0.0047 0.02 Q | | | |
3+20 0.0049 0.02 Q | | | |
3+25 0.0050 0.02 Q | | | |
3+30 0.0052 0.02 Q | | | |
3+35 0.0054 0.02 Q | | | |
3+40 0.0055 0.02 Q | | | |
3+45 0.0057 0.02 Q | | | |
3+50 0.0059 0.03 Q | | | |
3+55 0.0061 0.03 Q | | | |
4+ 0 0.0063 0.03 Q | | | |
4+ 5 0.0065 0.03 QV | | | |
4+10 0.0067 0.03 QV | | | |
4+15 0.0069 0.03 QV | | | |
4+20 0.0071 0.03 QV | | | |
4+25 0.0073 0.03 QV | | | |
4+30 0.0075 0.03 QV | | | |
4+35 0.0078 0.03 QV | | | |
4+40 0.0080 0.03 QV | | | |
4+45 0.0082 0.03 QV | | | |
4+50 0.0085 0.04 QV | | | |
4+55 0.0088 0.04 QV | | | |
5+ 0 0.0090 0.04 QV | | | |
5+ 5 0.0093 0.03 QV | | | |
5+10 0.0095 0.03 QV | | | |
5+15 0.0097 0.03 QV | | | |
5+20 0.0099 0.03 QV | | | |
5+25 0.0101 0.03 QV | | | |
5+30 0.0103 0.03 QV | | | |
4169
5+35 0.0106 0.04 QV | | | |
5+40 0.0109 0.04 QV | | | |
5+45 0.0111 0.04 QV | | | |
5+50 0.0114 0.04 QV | | | |
5+55 0.0117 0.04 QV | | | |
6+ 0 0.0119 0.04 QV | | | |
6+ 5 0.0122 0.04 QV | | | |
6+10 0.0125 0.04 QV | | | |
6+15 0.0128 0.04 Q V | | | |
6+20 0.0131 0.04 Q V | | | |
6+25 0.0134 0.04 Q V | | | |
6+30 0.0137 0.04 Q V | | | |
6+35 0.0140 0.05 Q V | | | |
6+40 0.0143 0.05 Q V | | | |
6+45 0.0147 0.05 Q V | | | |
6+50 0.0150 0.05 Q V | | | |
6+55 0.0153 0.05 Q V | | | |
7+ 0 0.0157 0.05 Q V | | | |
7+ 5 0.0160 0.05 Q V | | | |
7+10 0.0163 0.05 Q V | | | |
7+15 0.0167 0.05 Q V | | | |
7+20 0.0170 0.05 Q V | | | |
7+25 0.0174 0.05 Q V | | | |
7+30 0.0178 0.05 Q V | | | |
7+35 0.0181 0.06 Q V | | | |
7+40 0.0185 0.06 Q V | | | |
7+45 0.0189 0.06 Q V | | | |
7+50 0.0194 0.06 Q V | | | |
7+55 0.0198 0.06 Q V | | | |
8+ 0 0.0202 0.06 Q V | | | |
8+ 5 0.0207 0.07 Q V | | | |
8+10 0.0212 0.07 Q V | | | |
8+15 0.0217 0.07 Q V | | | |
8+20 0.0222 0.07 Q V | | | |
8+25 0.0227 0.07 Q V | | | |
8+30 0.0232 0.07 Q V | | | |
8+35 0.0237 0.07 Q V | | | |
8+40 0.0242 0.08 Q V | | | |
8+45 0.0248 0.08 Q V | | | |
8+50 0.0253 0.08 Q V | | | |
8+55 0.0259 0.08 Q V | | | |
9+ 0 0.0264 0.08 Q V | | | |
9+ 5 0.0270 0.09 Q V | | | |
9+10 0.0277 0.09 Q V | | | |
9+15 0.0283 0.09 Q V | | | |
9+20 0.0289 0.09 Q V | | | |
9+25 0.0296 0.10 Q V | | | |
9+30 0.0303 0.10 Q V | | | |
9+35 0.0311 0.12 Q V | | | |
9+40 0.0320 0.14 Q V | | | |
9+45 0.0330 0.15 Q V | | | |
9+50 0.0342 0.17 Q V | | | |
9+55 0.0356 0.20 Q V | | | |
10+ 0 0.0370 0.21 Q V | | | |
10+ 5 0.0380 0.14 Q V | | | |
10+10 0.0386 0.09 Q V | | | |
10+15 0.0391 0.08 Q V | | | |
10+20 0.0396 0.07 Q V | | | |
10+25 0.0401 0.07 Q V | | | |
10+30 0.0406 0.07 Q V | | | |
4170
10+35 0.0413 0.11 Q V | | | |
10+40 0.0423 0.14 Q V | | | |
10+45 0.0433 0.15 Q V | | | |
10+50 0.0443 0.15 Q V | | | |
10+55 0.0454 0.16 Q V | | | |
11+ 0 0.0465 0.16 Q V | | | |
11+ 5 0.0475 0.14 Q V | | | |
11+10 0.0483 0.12 Q V | | | |
11+15 0.0492 0.12 Q V | | | |
11+20 0.0500 0.13 Q V | | | |
11+25 0.0509 0.13 Q V | | | |
11+30 0.0519 0.13 Q V | | | |
11+35 0.0526 0.11 Q V | | | |
11+40 0.0532 0.09 Q V | | | |
11+45 0.0538 0.08 Q V | | | |
11+50 0.0544 0.09 Q V | | | |
11+55 0.0552 0.10 Q V | | | |
12+ 0 0.0559 0.11 Q V | | | |
12+ 5 0.0578 0.28 |Q V| | | |
12+10 0.0607 0.42 |Q V| | | |
12+15 0.0638 0.45 |Q V | | |
12+20 0.0671 0.49 |Q V | | |
12+25 0.0707 0.51 | Q |V | | |
12+30 0.0742 0.52 | Q |V | | |
12+35 0.0781 0.57 | Q | V | | |
12+40 0.0824 0.61 | Q | V | | |
12+45 0.0867 0.62 | Q | V | | |
12+50 0.0912 0.65 | Q | V | | |
12+55 0.0958 0.68 | Q | V | | |
13+ 0 0.1006 0.68 | Q | V | | |
13+ 5 0.1061 0.81 | Q | V | | |
13+10 0.1124 0.91 | Q | V | | |
13+15 0.1188 0.93 | Q | V | | |
13+20 0.1253 0.94 | Q | V| | |
13+25 0.1318 0.95 | Q | V | |
13+30 0.1383 0.95 | Q | |V | |
13+35 0.1432 0.70 | Q | | V | |
13+40 0.1465 0.48 |Q | | V | |
13+45 0.1495 0.44 |Q | | V | |
13+50 0.1525 0.43 |Q | | V | |
13+55 0.1555 0.44 |Q | | V | |
14+ 0 0.1585 0.44 |Q | | V | |
14+ 5 0.1622 0.53 | Q | | V | |
14+10 0.1664 0.62 | Q | | V | |
14+15 0.1708 0.64 | Q | | V | |
14+20 0.1751 0.62 | Q | | V | |
14+25 0.1793 0.61 | Q | | V | |
14+30 0.1835 0.61 | Q | | V | |
14+35 0.1877 0.61 | Q | | V| |
14+40 0.1919 0.61 | Q | | V |
14+45 0.1961 0.61 | Q | | V |
14+50 0.2002 0.59 | Q | | |V |
14+55 0.2042 0.58 | Q | | | V |
15+ 0 0.2081 0.58 | Q | | | V |
15+ 5 0.2120 0.56 | Q | | | V |
15+10 0.2157 0.54 | Q | | | V |
15+15 0.2194 0.54 | Q | | | V |
15+20 0.2229 0.52 | Q | | | V |
15+25 0.2264 0.50 | Q | | | V |
15+30 0.2298 0.50 |Q | | | V |
4171
15+35 0.2326 0.41 |Q | | | V |
15+40 0.2349 0.33 |Q | | | V |
15+45 0.2371 0.32 |Q | | | V |
15+50 0.2393 0.32 |Q | | | V |
15+55 0.2415 0.32 |Q | | | V |
16+ 0 0.2437 0.32 |Q | | | V |
16+ 5 0.2450 0.18 Q | | | V |
16+10 0.2453 0.05 Q | | | V |
16+15 0.2455 0.03 Q | | | V |
16+20 0.2456 0.02 Q | | | V |
16+25 0.2458 0.02 Q | | | V |
16+30 0.2459 0.02 Q | | | V |
16+35 0.2460 0.02 Q | | | V |
16+40 0.2461 0.02 Q | | | V |
16+45 0.2462 0.01 Q | | | V |
16+50 0.2463 0.01 Q | | | V |
16+55 0.2464 0.01 Q | | | V |
17+ 0 0.2465 0.01 Q | | | V |
17+ 5 0.2467 0.02 Q | | | V |
17+10 0.2468 0.02 Q | | | V |
17+15 0.2470 0.02 Q | | | V |
17+20 0.2472 0.02 Q | | | V |
17+25 0.2473 0.02 Q | | | V |
17+30 0.2475 0.02 Q | | | V |
17+35 0.2477 0.02 Q | | | V |
17+40 0.2478 0.02 Q | | | V |
17+45 0.2480 0.02 Q | | | V |
17+50 0.2481 0.02 Q | | | V |
17+55 0.2483 0.02 Q | | | V |
18+ 0 0.2484 0.02 Q | | | V |
18+ 5 0.2485 0.02 Q | | | V|
18+10 0.2487 0.02 Q | | | V|
18+15 0.2488 0.02 Q | | | V|
18+20 0.2489 0.02 Q | | | V|
18+25 0.2491 0.02 Q | | | V|
18+30 0.2492 0.02 Q | | | V|
18+35 0.2493 0.02 Q | | | V|
18+40 0.2494 0.02 Q | | | V|
18+45 0.2495 0.01 Q | | | V|
18+50 0.2496 0.01 Q | | | V|
18+55 0.2497 0.01 Q | | | V|
19+ 0 0.2498 0.01 Q | | | V|
19+ 5 0.2498 0.01 Q | | | V|
19+10 0.2499 0.01 Q | | | V|
19+15 0.2500 0.01 Q | | | V|
19+20 0.2501 0.02 Q | | | V|
19+25 0.2503 0.02 Q | | | V|
19+30 0.2504 0.02 Q | | | V|
19+35 0.2505 0.02 Q | | | V|
19+40 0.2506 0.02 Q | | | V|
19+45 0.2507 0.01 Q | | | V|
19+50 0.2508 0.01 Q | | | V|
19+55 0.2509 0.01 Q | | | V|
20+ 0 0.2510 0.01 Q | | | V|
20+ 5 0.2510 0.01 Q | | | V|
20+10 0.2511 0.01 Q | | | V|
20+15 0.2512 0.01 Q | | | V|
20+20 0.2513 0.01 Q | | | V|
20+25 0.2514 0.01 Q | | | V|
20+30 0.2515 0.01 Q | | | V|
4172
20+35 0.2516 0.01 Q | | | V|
20+40 0.2517 0.01 Q | | | V|
20+45 0.2518 0.01 Q | | | V|
20+50 0.2519 0.01 Q | | | V|
20+55 0.2520 0.01 Q | | | V|
21+ 0 0.2521 0.01 Q | | | V|
21+ 5 0.2521 0.01 Q | | | V|
21+10 0.2522 0.01 Q | | | V|
21+15 0.2523 0.01 Q | | | V|
21+20 0.2524 0.01 Q | | | V|
21+25 0.2525 0.01 Q | | | V|
21+30 0.2526 0.01 Q | | | V|
21+35 0.2526 0.01 Q | | | V|
21+40 0.2527 0.01 Q | | | V|
21+45 0.2528 0.01 Q | | | V|
21+50 0.2529 0.01 Q | | | V|
21+55 0.2530 0.01 Q | | | V|
22+ 0 0.2531 0.01 Q | | | V|
22+ 5 0.2531 0.01 Q | | | V|
22+10 0.2532 0.01 Q | | | V|
22+15 0.2533 0.01 Q | | | V|
22+20 0.2534 0.01 Q | | | V|
22+25 0.2535 0.01 Q | | | V|
22+30 0.2536 0.01 Q | | | V|
22+35 0.2536 0.01 Q | | | V|
22+40 0.2537 0.01 Q | | | V|
22+45 0.2538 0.01 Q | | | V|
22+50 0.2538 0.01 Q | | | V|
22+55 0.2539 0.01 Q | | | V|
23+ 0 0.2540 0.01 Q | | | V|
23+ 5 0.2540 0.01 Q | | | V|
23+10 0.2541 0.01 Q | | | V|
23+15 0.2542 0.01 Q | | | V|
23+20 0.2542 0.01 Q | | | V|
23+25 0.2543 0.01 Q | | | V|
23+30 0.2544 0.01 Q | | | V|
23+35 0.2544 0.01 Q | | | V|
23+40 0.2545 0.01 Q | | | V|
23+45 0.2546 0.01 Q | | | V|
23+50 0.2546 0.01 Q | | | V|
23+55 0.2547 0.01 Q | | | V|
24+ 0 0.2548 0.01 Q | | | V|
24+ 5 0.2548 0.01 Q | | | V|
24+10 0.2548 0.00 Q | | | V|
24+15 0.2548 0.00 Q | | | V
----------------------------------------------------------------------- 4173
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2012, Version 8.2 Study date 07/01/24 File: 24077P2410.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6310
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- 24-077

PROPOSED CONDITION
10 YEAR STORM
-------------------------------------------------------------------- Drainage Area = 3.00(Ac.) = 0.005 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.00(Ac.) = 0.005 Sq. Mi.

Length along longest watercourse = 424.00(Ft.)
Length along longest watercourse measured to centroid = 248.50(Ft.) Length along longest watercourse = 0.080 Mi.

Length along longest watercourse measured to centroid = 0.047 Mi.

Difference in elevation = 5.10(Ft.)
Slope along watercourse = 63.5094 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.020 Hr.

Lag time = 1.18 Min.
25% of lag time = 0.29 Min.
40% of lag time = 0.47 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 1.80 5.40
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 4.00 12.00
4174
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 4.000(In)
Point rain (area averaged) = 2.705(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.705(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.000 32.00 0.800
Total Area Entered = 3.00(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 32.0 0.742 0.800 0.208 1.000 0.208
Sum (F) = 0.208
Area averaged mean soil loss (F) (In/Hr) = 0.208
Minimum soil loss rate ((In/Hr)) = 0.104
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.260
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 424.262 66.686 2.016
2 0.167 848.524 33.314 1.007
Sum = 100.000 Sum= 3.023
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.022 ( 0.368) 0.006 0.016
2 0.17 0.07 0.022 ( 0.367) 0.006 0.016
3 0.25 0.07 0.022 ( 0.365) 0.006 0.016
4 0.33 0.10 0.032 ( 0.364) 0.008 0.024
5 0.42 0.10 0.032 ( 0.363) 0.008 0.024
6 0.50 0.10 0.032 ( 0.361) 0.008 0.024
7 0.58 0.10 0.032 ( 0.360) 0.008 0.024
8 0.67 0.10 0.032 ( 0.358) 0.008 0.024
9 0.75 0.10 0.032 ( 0.357) 0.008 0.024
10 0.83 0.13 0.043 ( 0.356) 0.011 0.032
11 0.92 0.13 0.043 ( 0.354) 0.011 0.032
12 1.00 0.13 0.043 ( 0.353) 0.011 0.032
13 1.08 0.10 0.032 ( 0.351) 0.008 0.024
14 1.17 0.10 0.032 ( 0.350) 0.008 0.024
15 1.25 0.10 0.032 ( 0.349) 0.008 0.024
16 1.33 0.10 0.032 ( 0.347) 0.008 0.024
17 1.42 0.10 0.032 ( 0.346) 0.008 0.024
4175
18 1.50 0.10 0.032 ( 0.344) 0.008 0.024
19 1.58 0.10 0.032 ( 0.343) 0.008 0.024
20 1.67 0.10 0.032 ( 0.342) 0.008 0.024
21 1.75 0.10 0.032 ( 0.340) 0.008 0.024
22 1.83 0.13 0.043 ( 0.339) 0.011 0.032
23 1.92 0.13 0.043 ( 0.338) 0.011 0.032
24 2.00 0.13 0.043 ( 0.336) 0.011 0.032
25 2.08 0.13 0.043 ( 0.335) 0.011 0.032
26 2.17 0.13 0.043 ( 0.334) 0.011 0.032
27 2.25 0.13 0.043 ( 0.332) 0.011 0.032
28 2.33 0.13 0.043 ( 0.331) 0.011 0.032
29 2.42 0.13 0.043 ( 0.329) 0.011 0.032
30 2.50 0.13 0.043 ( 0.328) 0.011 0.032
31 2.58 0.17 0.054 ( 0.327) 0.014 0.040
32 2.67 0.17 0.054 ( 0.325) 0.014 0.040
33 2.75 0.17 0.054 ( 0.324) 0.014 0.040
34 2.83 0.17 0.054 ( 0.323) 0.014 0.040
35 2.92 0.17 0.054 ( 0.321) 0.014 0.040
36 3.00 0.17 0.054 ( 0.320) 0.014 0.040
37 3.08 0.17 0.054 ( 0.319) 0.014 0.040
38 3.17 0.17 0.054 ( 0.317) 0.014 0.040
39 3.25 0.17 0.054 ( 0.316) 0.014 0.040
40 3.33 0.17 0.054 ( 0.315) 0.014 0.040
41 3.42 0.17 0.054 ( 0.314) 0.014 0.040
42 3.50 0.17 0.054 ( 0.312) 0.014 0.040
43 3.58 0.17 0.054 ( 0.311) 0.014 0.040
44 3.67 0.17 0.054 ( 0.310) 0.014 0.040
45 3.75 0.17 0.054 ( 0.308) 0.014 0.040
46 3.83 0.20 0.065 ( 0.307) 0.017 0.048
47 3.92 0.20 0.065 ( 0.306) 0.017 0.048
48 4.00 0.20 0.065 ( 0.304) 0.017 0.048
49 4.08 0.20 0.065 ( 0.303) 0.017 0.048
50 4.17 0.20 0.065 ( 0.302) 0.017 0.048
51 4.25 0.20 0.065 ( 0.301) 0.017 0.048
52 4.33 0.23 0.076 ( 0.299) 0.020 0.056
53 4.42 0.23 0.076 ( 0.298) 0.020 0.056
54 4.50 0.23 0.076 ( 0.297) 0.020 0.056
55 4.58 0.23 0.076 ( 0.295) 0.020 0.056
56 4.67 0.23 0.076 ( 0.294) 0.020 0.056
57 4.75 0.23 0.076 ( 0.293) 0.020 0.056
58 4.83 0.27 0.087 ( 0.292) 0.023 0.064
59 4.92 0.27 0.087 ( 0.290) 0.023 0.064
60 5.00 0.27 0.087 ( 0.289) 0.023 0.064
61 5.08 0.20 0.065 ( 0.288) 0.017 0.048
62 5.17 0.20 0.065 ( 0.287) 0.017 0.048
63 5.25 0.20 0.065 ( 0.285) 0.017 0.048
64 5.33 0.23 0.076 ( 0.284) 0.020 0.056
65 5.42 0.23 0.076 ( 0.283) 0.020 0.056
66 5.50 0.23 0.076 ( 0.282) 0.020 0.056
67 5.58 0.27 0.087 ( 0.280) 0.023 0.064
68 5.67 0.27 0.087 ( 0.279) 0.023 0.064
69 5.75 0.27 0.087 ( 0.278) 0.023 0.064
70 5.83 0.27 0.087 ( 0.277) 0.023 0.064
71 5.92 0.27 0.087 ( 0.275) 0.023 0.064
72 6.00 0.27 0.087 ( 0.274) 0.023 0.064
73 6.08 0.30 0.097 ( 0.273) 0.025 0.072
74 6.17 0.30 0.097 ( 0.272) 0.025 0.072
75 6.25 0.30 0.097 ( 0.271) 0.025 0.072
76 6.33 0.30 0.097 ( 0.269) 0.025 0.072
77 6.42 0.30 0.097 ( 0.268) 0.025 0.072
4176
78 6.50 0.30 0.097 ( 0.267) 0.025 0.072
79 6.58 0.33 0.108 ( 0.266) 0.028 0.080
80 6.67 0.33 0.108 ( 0.265) 0.028 0.080
81 6.75 0.33 0.108 ( 0.263) 0.028 0.080
82 6.83 0.33 0.108 ( 0.262) 0.028 0.080
83 6.92 0.33 0.108 ( 0.261) 0.028 0.080
84 7.00 0.33 0.108 ( 0.260) 0.028 0.080
85 7.08 0.33 0.108 ( 0.259) 0.028 0.080
86 7.17 0.33 0.108 ( 0.257) 0.028 0.080
87 7.25 0.33 0.108 ( 0.256) 0.028 0.080
88 7.33 0.37 0.119 ( 0.255) 0.031 0.088
89 7.42 0.37 0.119 ( 0.254) 0.031 0.088
90 7.50 0.37 0.119 ( 0.253) 0.031 0.088
91 7.58 0.40 0.130 ( 0.252) 0.034 0.096
92 7.67 0.40 0.130 ( 0.250) 0.034 0.096
93 7.75 0.40 0.130 ( 0.249) 0.034 0.096
94 7.83 0.43 0.141 ( 0.248) 0.037 0.104
95 7.92 0.43 0.141 ( 0.247) 0.037 0.104
96 8.00 0.43 0.141 ( 0.246) 0.037 0.104
97 8.08 0.50 0.162 ( 0.245) 0.042 0.120
98 8.17 0.50 0.162 ( 0.244) 0.042 0.120
99 8.25 0.50 0.162 ( 0.242) 0.042 0.120
100 8.33 0.50 0.162 ( 0.241) 0.042 0.120
101 8.42 0.50 0.162 ( 0.240) 0.042 0.120
102 8.50 0.50 0.162 ( 0.239) 0.042 0.120
103 8.58 0.53 0.173 ( 0.238) 0.045 0.128
104 8.67 0.53 0.173 ( 0.237) 0.045 0.128
105 8.75 0.53 0.173 ( 0.236) 0.045 0.128
106 8.83 0.57 0.184 ( 0.235) 0.048 0.136
107 8.92 0.57 0.184 ( 0.233) 0.048 0.136
108 9.00 0.57 0.184 ( 0.232) 0.048 0.136
109 9.08 0.63 0.206 ( 0.231) 0.053 0.152
110 9.17 0.63 0.206 ( 0.230) 0.053 0.152
111 9.25 0.63 0.206 ( 0.229) 0.053 0.152
112 9.33 0.67 0.216 ( 0.228) 0.056 0.160
113 9.42 0.67 0.216 ( 0.227) 0.056 0.160
114 9.50 0.67 0.216 ( 0.226) 0.056 0.160
115 9.58 0.70 0.227 ( 0.225) 0.059 0.168
116 9.67 0.70 0.227 ( 0.224) 0.059 0.168
117 9.75 0.70 0.227 ( 0.223) 0.059 0.168
118 9.83 0.73 0.238 ( 0.222) 0.062 0.176
119 9.92 0.73 0.238 ( 0.220) 0.062 0.176
120 10.00 0.73 0.238 ( 0.219) 0.062 0.176
121 10.08 0.50 0.162 ( 0.218) 0.042 0.120
122 10.17 0.50 0.162 ( 0.217) 0.042 0.120
123 10.25 0.50 0.162 ( 0.216) 0.042 0.120
124 10.33 0.50 0.162 ( 0.215) 0.042 0.120
125 10.42 0.50 0.162 ( 0.214) 0.042 0.120
126 10.50 0.50 0.162 ( 0.213) 0.042 0.120
127 10.58 0.67 0.216 ( 0.212) 0.056 0.160
128 10.67 0.67 0.216 ( 0.211) 0.056 0.160
129 10.75 0.67 0.216 ( 0.210) 0.056 0.160
130 10.83 0.67 0.216 ( 0.209) 0.056 0.160
131 10.92 0.67 0.216 ( 0.208) 0.056 0.160
132 11.00 0.67 0.216 ( 0.207) 0.056 0.160
133 11.08 0.63 0.206 ( 0.206) 0.053 0.152
134 11.17 0.63 0.206 ( 0.205) 0.053 0.152
135 11.25 0.63 0.206 ( 0.204) 0.053 0.152
136 11.33 0.63 0.206 ( 0.203) 0.053 0.152
137 11.42 0.63 0.206 ( 0.202) 0.053 0.152
4177
138 11.50 0.63 0.206 ( 0.201) 0.053 0.152
139 11.58 0.57 0.184 ( 0.200) 0.048 0.136
140 11.67 0.57 0.184 ( 0.199) 0.048 0.136
141 11.75 0.57 0.184 ( 0.198) 0.048 0.136
142 11.83 0.60 0.195 ( 0.197) 0.051 0.144
143 11.92 0.60 0.195 ( 0.196) 0.051 0.144
144 12.00 0.60 0.195 ( 0.195) 0.051 0.144
145 12.08 0.83 0.271 ( 0.194) 0.070 0.200
146 12.17 0.83 0.271 ( 0.193) 0.070 0.200
147 12.25 0.83 0.271 ( 0.192) 0.070 0.200
148 12.33 0.87 0.281 ( 0.191) 0.073 0.208
149 12.42 0.87 0.281 ( 0.190) 0.073 0.208
150 12.50 0.87 0.281 ( 0.189) 0.073 0.208
151 12.58 0.93 0.303 ( 0.188) 0.079 0.224
152 12.67 0.93 0.303 ( 0.187) 0.079 0.224
153 12.75 0.93 0.303 ( 0.186) 0.079 0.224
154 12.83 0.97 0.314 ( 0.185) 0.082 0.232
155 12.92 0.97 0.314 ( 0.184) 0.082 0.232
156 13.00 0.97 0.314 ( 0.183) 0.082 0.232
157 13.08 1.13 0.368 ( 0.183) 0.096 0.272
158 13.17 1.13 0.368 ( 0.182) 0.096 0.272
159 13.25 1.13 0.368 ( 0.181) 0.096 0.272
160 13.33 1.13 0.368 ( 0.180) 0.096 0.272
161 13.42 1.13 0.368 ( 0.179) 0.096 0.272
162 13.50 1.13 0.368 ( 0.178) 0.096 0.272
163 13.58 0.77 0.249 ( 0.177) 0.065 0.184
164 13.67 0.77 0.249 ( 0.176) 0.065 0.184
165 13.75 0.77 0.249 ( 0.175) 0.065 0.184
166 13.83 0.77 0.249 ( 0.174) 0.065 0.184
167 13.92 0.77 0.249 ( 0.173) 0.065 0.184
168 14.00 0.77 0.249 ( 0.173) 0.065 0.184
169 14.08 0.90 0.292 ( 0.172) 0.076 0.216
170 14.17 0.90 0.292 ( 0.171) 0.076 0.216
171 14.25 0.90 0.292 ( 0.170) 0.076 0.216
172 14.33 0.87 0.281 ( 0.169) 0.073 0.208
173 14.42 0.87 0.281 ( 0.168) 0.073 0.208
174 14.50 0.87 0.281 ( 0.167) 0.073 0.208
175 14.58 0.87 0.281 ( 0.166) 0.073 0.208
176 14.67 0.87 0.281 ( 0.166) 0.073 0.208
177 14.75 0.87 0.281 ( 0.165) 0.073 0.208
178 14.83 0.83 0.271 ( 0.164) 0.070 0.200
179 14.92 0.83 0.271 ( 0.163) 0.070 0.200
180 15.00 0.83 0.271 ( 0.162) 0.070 0.200
181 15.08 0.80 0.260 ( 0.161) 0.068 0.192
182 15.17 0.80 0.260 ( 0.161) 0.068 0.192
183 15.25 0.80 0.260 ( 0.160) 0.068 0.192
184 15.33 0.77 0.249 ( 0.159) 0.065 0.184
185 15.42 0.77 0.249 ( 0.158) 0.065 0.184
186 15.50 0.77 0.249 ( 0.157) 0.065 0.184
187 15.58 0.63 0.206 ( 0.157) 0.053 0.152
188 15.67 0.63 0.206 ( 0.156) 0.053 0.152
189 15.75 0.63 0.206 ( 0.155) 0.053 0.152
190 15.83 0.63 0.206 ( 0.154) 0.053 0.152
191 15.92 0.63 0.206 ( 0.153) 0.053 0.152
192 16.00 0.63 0.206 ( 0.153) 0.053 0.152
193 16.08 0.13 0.043 ( 0.152) 0.011 0.032
194 16.17 0.13 0.043 ( 0.151) 0.011 0.032
195 16.25 0.13 0.043 ( 0.150) 0.011 0.032
196 16.33 0.13 0.043 ( 0.149) 0.011 0.032
197 16.42 0.13 0.043 ( 0.149) 0.011 0.032
4178
198 16.50 0.13 0.043 ( 0.148) 0.011 0.032
199 16.58 0.10 0.032 ( 0.147) 0.008 0.024
200 16.67 0.10 0.032 ( 0.146) 0.008 0.024
201 16.75 0.10 0.032 ( 0.146) 0.008 0.024
202 16.83 0.10 0.032 ( 0.145) 0.008 0.024
203 16.92 0.10 0.032 ( 0.144) 0.008 0.024
204 17.00 0.10 0.032 ( 0.144) 0.008 0.024
205 17.08 0.17 0.054 ( 0.143) 0.014 0.040
206 17.17 0.17 0.054 ( 0.142) 0.014 0.040
207 17.25 0.17 0.054 ( 0.141) 0.014 0.040
208 17.33 0.17 0.054 ( 0.141) 0.014 0.040
209 17.42 0.17 0.054 ( 0.140) 0.014 0.040
210 17.50 0.17 0.054 ( 0.139) 0.014 0.040
211 17.58 0.17 0.054 ( 0.139) 0.014 0.040
212 17.67 0.17 0.054 ( 0.138) 0.014 0.040
213 17.75 0.17 0.054 ( 0.137) 0.014 0.040
214 17.83 0.13 0.043 ( 0.136) 0.011 0.032
215 17.92 0.13 0.043 ( 0.136) 0.011 0.032
216 18.00 0.13 0.043 ( 0.135) 0.011 0.032
217 18.08 0.13 0.043 ( 0.134) 0.011 0.032
218 18.17 0.13 0.043 ( 0.134) 0.011 0.032
219 18.25 0.13 0.043 ( 0.133) 0.011 0.032
220 18.33 0.13 0.043 ( 0.133) 0.011 0.032
221 18.42 0.13 0.043 ( 0.132) 0.011 0.032
222 18.50 0.13 0.043 ( 0.131) 0.011 0.032
223 18.58 0.10 0.032 ( 0.131) 0.008 0.024
224 18.67 0.10 0.032 ( 0.130) 0.008 0.024
225 18.75 0.10 0.032 ( 0.129) 0.008 0.024
226 18.83 0.07 0.022 ( 0.129) 0.006 0.016
227 18.92 0.07 0.022 ( 0.128) 0.006 0.016
228 19.00 0.07 0.022 ( 0.127) 0.006 0.016
229 19.08 0.10 0.032 ( 0.127) 0.008 0.024
230 19.17 0.10 0.032 ( 0.126) 0.008 0.024
231 19.25 0.10 0.032 ( 0.126) 0.008 0.024
232 19.33 0.13 0.043 ( 0.125) 0.011 0.032
233 19.42 0.13 0.043 ( 0.125) 0.011 0.032
234 19.50 0.13 0.043 ( 0.124) 0.011 0.032
235 19.58 0.10 0.032 ( 0.123) 0.008 0.024
236 19.67 0.10 0.032 ( 0.123) 0.008 0.024
237 19.75 0.10 0.032 ( 0.122) 0.008 0.024
238 19.83 0.07 0.022 ( 0.122) 0.006 0.016
239 19.92 0.07 0.022 ( 0.121) 0.006 0.016
240 20.00 0.07 0.022 ( 0.121) 0.006 0.016
241 20.08 0.10 0.032 ( 0.120) 0.008 0.024
242 20.17 0.10 0.032 ( 0.120) 0.008 0.024
243 20.25 0.10 0.032 ( 0.119) 0.008 0.024
244 20.33 0.10 0.032 ( 0.119) 0.008 0.024
245 20.42 0.10 0.032 ( 0.118) 0.008 0.024
246 20.50 0.10 0.032 ( 0.118) 0.008 0.024
247 20.58 0.10 0.032 ( 0.117) 0.008 0.024
248 20.67 0.10 0.032 ( 0.117) 0.008 0.024
249 20.75 0.10 0.032 ( 0.116) 0.008 0.024
250 20.83 0.07 0.022 ( 0.116) 0.006 0.016
251 20.92 0.07 0.022 ( 0.115) 0.006 0.016
252 21.00 0.07 0.022 ( 0.115) 0.006 0.016
253 21.08 0.10 0.032 ( 0.114) 0.008 0.024
254 21.17 0.10 0.032 ( 0.114) 0.008 0.024
255 21.25 0.10 0.032 ( 0.113) 0.008 0.024
256 21.33 0.07 0.022 ( 0.113) 0.006 0.016
257 21.42 0.07 0.022 ( 0.112) 0.006 0.016
4179
258 21.50 0.07 0.022 ( 0.112) 0.006 0.016
259 21.58 0.10 0.032 ( 0.112) 0.008 0.024
260 21.67 0.10 0.032 ( 0.111) 0.008 0.024
261 21.75 0.10 0.032 ( 0.111) 0.008 0.024
262 21.83 0.07 0.022 ( 0.110) 0.006 0.016
263 21.92 0.07 0.022 ( 0.110) 0.006 0.016
264 22.00 0.07 0.022 ( 0.110) 0.006 0.016
265 22.08 0.10 0.032 ( 0.109) 0.008 0.024
266 22.17 0.10 0.032 ( 0.109) 0.008 0.024
267 22.25 0.10 0.032 ( 0.109) 0.008 0.024
268 22.33 0.07 0.022 ( 0.108) 0.006 0.016
269 22.42 0.07 0.022 ( 0.108) 0.006 0.016
270 22.50 0.07 0.022 ( 0.108) 0.006 0.016
271 22.58 0.07 0.022 ( 0.107) 0.006 0.016
272 22.67 0.07 0.022 ( 0.107) 0.006 0.016
273 22.75 0.07 0.022 ( 0.107) 0.006 0.016
274 22.83 0.07 0.022 ( 0.106) 0.006 0.016
275 22.92 0.07 0.022 ( 0.106) 0.006 0.016
276 23.00 0.07 0.022 ( 0.106) 0.006 0.016
277 23.08 0.07 0.022 ( 0.106) 0.006 0.016
278 23.17 0.07 0.022 ( 0.105) 0.006 0.016
279 23.25 0.07 0.022 ( 0.105) 0.006 0.016
280 23.33 0.07 0.022 ( 0.105) 0.006 0.016
281 23.42 0.07 0.022 ( 0.105) 0.006 0.016
282 23.50 0.07 0.022 ( 0.105) 0.006 0.016
283 23.58 0.07 0.022 ( 0.104) 0.006 0.016
284 23.67 0.07 0.022 ( 0.104) 0.006 0.016
285 23.75 0.07 0.022 ( 0.104) 0.006 0.016
286 23.83 0.07 0.022 ( 0.104) 0.006 0.016
287 23.92 0.07 0.022 ( 0.104) 0.006 0.016
288 24.00 0.07 0.022 ( 0.104) 0.006 0.016
(Loss Rate Not Used)
Sum = 100.0 Sum = 24.0
Flood volume = Effective rainfall 2.00(In)
times area 3.0(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft)
Total soil loss = 0.70(In)
Total soil loss = 0.176(Ac.Ft)
Total rainfall = 2.71(In)
Flood volume = 21799.2 Cubic Feet
Total soil loss = 7659.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.824(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | |
0+10 0.0006 0.05 Q | | | |
0+15 0.0009 0.05 Q | | | |
0+20 0.0013 0.06 Q | | | |
0+25 0.0018 0.07 Q | | | |
0+30 0.0023 0.07 Q | | | |
0+35 0.0028 0.07 Q | | | |
0+40 0.0033 0.07 Q | | | |
4180
0+45 0.0038 0.07 Q | | | |
0+50 0.0044 0.09 Q | | | |
0+55 0.0051 0.10 Q | | | |
1+ 0 0.0058 0.10 Q | | | |
1+ 5 0.0063 0.08 Q | | | |
1+10 0.0068 0.07 Q | | | |
1+15 0.0073 0.07 Q | | | |
1+20 0.0078 0.07 Q | | | |
1+25 0.0083 0.07 Q | | | |
1+30 0.0088 0.07 Q | | | |
1+35 0.0093 0.07 Q | | | |
1+40 0.0098 0.07 Q | | | |
1+45 0.0103 0.07 Q | | | |
1+50 0.0110 0.09 Q | | | |
1+55 0.0116 0.10 Q | | | |
2+ 0 0.0123 0.10 Q | | | |
2+ 5 0.0130 0.10 QV | | | |
2+10 0.0136 0.10 QV | | | |
2+15 0.0143 0.10 QV | | | |
2+20 0.0150 0.10 QV | | | |
2+25 0.0156 0.10 QV | | | |
2+30 0.0163 0.10 QV | | | |
2+35 0.0171 0.11 QV | | | |
2+40 0.0179 0.12 QV | | | |
2+45 0.0187 0.12 QV | | | |
2+50 0.0196 0.12 QV | | | |
2+55 0.0204 0.12 QV | | | |
3+ 0 0.0212 0.12 QV | | | |
3+ 5 0.0221 0.12 QV | | | |
3+10 0.0229 0.12 QV | | | |
3+15 0.0237 0.12 QV | | | |
3+20 0.0246 0.12 QV | | | |
3+25 0.0254 0.12 Q V | | | |
3+30 0.0262 0.12 Q V | | | |
3+35 0.0271 0.12 Q V | | | |
3+40 0.0279 0.12 Q V | | | |
3+45 0.0287 0.12 Q V | | | |
3+50 0.0297 0.14 Q V | | | |
3+55 0.0307 0.15 Q V | | | |
4+ 0 0.0317 0.15 Q V | | | |
4+ 5 0.0327 0.15 Q V | | | |
4+10 0.0337 0.15 Q V | | | |
4+15 0.0347 0.15 Q V | | | |
4+20 0.0358 0.16 Q V | | | |
4+25 0.0370 0.17 Q V | | | |
4+30 0.0381 0.17 Q V | | | |
4+35 0.0393 0.17 Q V | | | |
4+40 0.0405 0.17 Q V | | | |
4+45 0.0416 0.17 Q V | | | |
4+50 0.0429 0.19 Q V | | | |
4+55 0.0443 0.19 Q V | | | |
5+ 0 0.0456 0.19 Q V | | | |
5+ 5 0.0467 0.16 Q V | | | |
5+10 0.0477 0.15 Q V | | | |
5+15 0.0487 0.15 Q V | | | |
5+20 0.0498 0.16 Q V | | | |
5+25 0.0510 0.17 Q V | | | |
5+30 0.0522 0.17 Q V | | | |
5+35 0.0534 0.19 Q V | | | |
5+40 0.0548 0.19 Q V | | | |
4181
5+45 0.0561 0.19 Q V | | | |
5+50 0.0574 0.19 Q V | | | |
5+55 0.0588 0.19 Q V | | | |
6+ 0 0.0601 0.19 Q V | | | |
6+ 5 0.0616 0.21 Q V | | | |
6+10 0.0631 0.22 Q V | | | |
6+15 0.0646 0.22 Q V | | | |
6+20 0.0661 0.22 Q V | | | |
6+25 0.0676 0.22 Q V | | | |
6+30 0.0691 0.22 Q V | | | |
6+35 0.0707 0.23 Q V | | | |
6+40 0.0723 0.24 Q V | | | |
6+45 0.0740 0.24 Q V | | | |
6+50 0.0757 0.24 Q V | | | |
6+55 0.0773 0.24 Q V | | | |
7+ 0 0.0790 0.24 Q V | | | |
7+ 5 0.0807 0.24 Q V | | | |
7+10 0.0824 0.24 Q V | | | |
7+15 0.0840 0.24 Q V | | | |
7+20 0.0858 0.26 |Q V | | | |
7+25 0.0876 0.27 |Q V | | | |
7+30 0.0895 0.27 |Q V | | | |
7+35 0.0914 0.28 |Q V | | | |
7+40 0.0934 0.29 |Q V | | | |
7+45 0.0954 0.29 |Q V | | | |
7+50 0.0975 0.31 |Q V | | | |
7+55 0.0997 0.31 |Q V | | | |
8+ 0 0.1019 0.31 |Q V | | | |
8+ 5 0.1043 0.35 |Q V | | | |
8+10 0.1068 0.36 |Q V | | | |
8+15 0.1093 0.36 |Q V | | | |
8+20 0.1118 0.36 |Q V | | | |
8+25 0.1143 0.36 |Q V| | | |
8+30 0.1168 0.36 |Q V| | | |
8+35 0.1194 0.38 |Q V| | | |
8+40 0.1221 0.39 |Q V| | | |
8+45 0.1247 0.39 |Q V| | | |
8+50 0.1275 0.40 |Q V | | |
8+55 0.1303 0.41 |Q V | | |
9+ 0 0.1332 0.41 |Q V | | |
9+ 5 0.1362 0.44 |Q V | | |
9+10 0.1394 0.46 |Q |V | | |
9+15 0.1426 0.46 |Q |V | | |
9+20 0.1459 0.48 |Q |V | | |
9+25 0.1492 0.48 |Q |V | | |
9+30 0.1525 0.48 |Q | V | | |
9+35 0.1560 0.50 | Q | V | | |
9+40 0.1595 0.51 | Q | V | | |
9+45 0.1630 0.51 | Q | V | | |
9+50 0.1666 0.52 | Q | V | | |
9+55 0.1703 0.53 | Q | V | | |
10+ 0 0.1739 0.53 | Q | V | | |
10+ 5 0.1768 0.42 |Q | V | | |
10+10 0.1793 0.36 |Q | V | | |
10+15 0.1818 0.36 |Q | V | | |
10+20 0.1843 0.36 |Q | V | | |
10+25 0.1868 0.36 |Q | V | | |
10+30 0.1893 0.36 |Q | V | | |
10+35 0.1924 0.44 |Q | V | | |
10+40 0.1957 0.48 |Q | V | | |
4182
10+45 0.1991 0.48 |Q | V | | |
10+50 0.2024 0.48 |Q | V | | |
10+55 0.2057 0.48 |Q | V | | |
11+ 0 0.2091 0.48 |Q | V | | |
11+ 5 0.2123 0.47 |Q | V | | |
11+10 0.2155 0.46 |Q | V | | |
11+15 0.2186 0.46 |Q | V | | |
11+20 0.2218 0.46 |Q | V | | |
11+25 0.2250 0.46 |Q | V | | |
11+30 0.2281 0.46 |Q | V | | |
11+35 0.2311 0.43 |Q | V | | |
11+40 0.2339 0.41 |Q | V | | |
11+45 0.2368 0.41 |Q | V | | |
11+50 0.2397 0.43 |Q | V| | |
11+55 0.2427 0.44 |Q | V| | |
12+ 0 0.2457 0.44 |Q | V| | |
12+ 5 0.2495 0.55 | Q | V| | |
12+10 0.2537 0.61 | Q | V | |
12+15 0.2578 0.61 | Q | V | |
12+20 0.2621 0.62 | Q | V | |
12+25 0.2665 0.63 | Q | |V | |
12+30 0.2708 0.63 | Q | |V | |
12+35 0.2754 0.66 | Q | | V | |
12+40 0.2800 0.68 | Q | | V | |
12+45 0.2847 0.68 | Q | | V | |
12+50 0.2895 0.69 | Q | | V | |
12+55 0.2943 0.70 | Q | | V | |
13+ 0 0.2992 0.70 | Q | | V | |
13+ 5 0.3045 0.78 | Q | | V | |
13+10 0.3102 0.82 | Q | | V | |
13+15 0.3159 0.82 | Q | | V | |
13+20 0.3216 0.82 | Q | | V | |
13+25 0.3272 0.82 | Q | | V | |
13+30 0.3329 0.82 | Q | | V | |
13+35 0.3374 0.65 | Q | | V | |
13+40 0.3412 0.56 | Q | | V | |
13+45 0.3450 0.56 | Q | | V | |
13+50 0.3489 0.56 | Q | | V | |
13+55 0.3527 0.56 | Q | | V | |
14+ 0 0.3565 0.56 | Q | | V | |
14+ 5 0.3608 0.62 | Q | | V | |
14+10 0.3653 0.65 | Q | | V| |
14+15 0.3698 0.65 | Q | | V| |
14+20 0.3742 0.64 | Q | | V| |
14+25 0.3786 0.63 | Q | | V |
14+30 0.3829 0.63 | Q | | V |
14+35 0.3872 0.63 | Q | | V |
14+40 0.3916 0.63 | Q | | |V |
14+45 0.3959 0.63 | Q | | |V |
14+50 0.4001 0.61 | Q | | |V |
14+55 0.4043 0.61 | Q | | | V |
15+ 0 0.4085 0.61 | Q | | | V |
15+ 5 0.4125 0.59 | Q | | | V |
15+10 0.4165 0.58 | Q | | | V |
15+15 0.4205 0.58 | Q | | | V |
15+20 0.4244 0.57 | Q | | | V |
15+25 0.4283 0.56 | Q | | | V |
15+30 0.4321 0.56 | Q | | | V |
15+35 0.4355 0.49 |Q | | | V |
15+40 0.4387 0.46 |Q | | | V |
4183
15+45 0.4418 0.46 |Q | | | V |
15+50 0.4450 0.46 |Q | | | V |
15+55 0.4482 0.46 |Q | | | V |
16+ 0 0.4513 0.46 |Q | | | V |
16+ 5 0.4528 0.22 Q | | | V |
16+10 0.4535 0.10 Q | | | V |
16+15 0.4542 0.10 Q | | | V |
16+20 0.4548 0.10 Q | | | V |
16+25 0.4555 0.10 Q | | | V |
16+30 0.4562 0.10 Q | | | V |
16+35 0.4567 0.08 Q | | | V |
16+40 0.4572 0.07 Q | | | V |
16+45 0.4577 0.07 Q | | | V |
16+50 0.4582 0.07 Q | | | V |
16+55 0.4587 0.07 Q | | | V |
17+ 0 0.4592 0.07 Q | | | V |
17+ 5 0.4600 0.10 Q | | | V |
17+10 0.4608 0.12 Q | | | V |
17+15 0.4616 0.12 Q | | | V |
17+20 0.4625 0.12 Q | | | V |
17+25 0.4633 0.12 Q | | | V |
17+30 0.4641 0.12 Q | | | V |
17+35 0.4650 0.12 Q | | | V |
17+40 0.4658 0.12 Q | | | V |
17+45 0.4666 0.12 Q | | | V |
17+50 0.4674 0.10 Q | | | V |
17+55 0.4680 0.10 Q | | | V |
18+ 0 0.4687 0.10 Q | | | V |
18+ 5 0.4694 0.10 Q | | | V |
18+10 0.4700 0.10 Q | | | V |
18+15 0.4707 0.10 Q | | | V |
18+20 0.4714 0.10 Q | | | V |
18+25 0.4720 0.10 Q | | | V |
18+30 0.4727 0.10 Q | | | V |
18+35 0.4732 0.08 Q | | | V |
18+40 0.4738 0.07 Q | | | V |
18+45 0.4743 0.07 Q | | | V |
18+50 0.4746 0.06 Q | | | V |
18+55 0.4750 0.05 Q | | | V |
19+ 0 0.4753 0.05 Q | | | V |
19+ 5 0.4758 0.06 Q | | | V |
19+10 0.4763 0.07 Q | | | V |
19+15 0.4768 0.07 Q | | | V |
19+20 0.4774 0.09 Q | | | V |
19+25 0.4780 0.10 Q | | | V |
19+30 0.4787 0.10 Q | | | V |
19+35 0.4793 0.08 Q | | | V |
19+40 0.4798 0.07 Q | | | V |
19+45 0.4803 0.07 Q | | | V |
19+50 0.4806 0.06 Q | | | V |
19+55 0.4810 0.05 Q | | | V |
20+ 0 0.4813 0.05 Q | | | V |
20+ 5 0.4818 0.06 Q | | | V |
20+10 0.4823 0.07 Q | | | V |
20+15 0.4828 0.07 Q | | | V |
20+20 0.4833 0.07 Q | | | V |
20+25 0.4838 0.07 Q | | | V |
20+30 0.4843 0.07 Q | | | V |
20+35 0.4848 0.07 Q | | | V |
20+40 0.4853 0.07 Q | | | V |
4184
20+45 0.4858 0.07 Q | | | V |
20+50 0.4861 0.06 Q | | | V |
20+55 0.4865 0.05 Q | | | V |
21+ 0 0.4868 0.05 Q | | | V |
21+ 5 0.4873 0.06 Q | | | V |
21+10 0.4878 0.07 Q | | | V |
21+15 0.4883 0.07 Q | | | V|
21+20 0.4887 0.06 Q | | | V|
21+25 0.4890 0.05 Q | | | V|
21+30 0.4893 0.05 Q | | | V|
21+35 0.4898 0.06 Q | | | V|
21+40 0.4903 0.07 Q | | | V|
21+45 0.4908 0.07 Q | | | V|
21+50 0.4912 0.06 Q | | | V|
21+55 0.4915 0.05 Q | | | V|
22+ 0 0.4918 0.05 Q | | | V|
22+ 5 0.4923 0.06 Q | | | V|
22+10 0.4928 0.07 Q | | | V|
22+15 0.4933 0.07 Q | | | V|
22+20 0.4937 0.06 Q | | | V|
22+25 0.4940 0.05 Q | | | V|
22+30 0.4943 0.05 Q | | | V|
22+35 0.4947 0.05 Q | | | V|
22+40 0.4950 0.05 Q | | | V|
22+45 0.4953 0.05 Q | | | V|
22+50 0.4957 0.05 Q | | | V|
22+55 0.4960 0.05 Q | | | V|
23+ 0 0.4963 0.05 Q | | | V|
23+ 5 0.4967 0.05 Q | | | V|
23+10 0.4970 0.05 Q | | | V|
23+15 0.4973 0.05 Q | | | V|
23+20 0.4977 0.05 Q | | | V|
23+25 0.4980 0.05 Q | | | V|
23+30 0.4983 0.05 Q | | | V|
23+35 0.4987 0.05 Q | | | V|
23+40 0.4990 0.05 Q | | | V|
23+45 0.4993 0.05 Q | | | V|
23+50 0.4997 0.05 Q | | | V|
23+55 0.5000 0.05 Q | | | V|
24+ 0 0.5003 0.05 Q | | | V|
24+ 5 0.5004 0.02 Q | | | V
----------------------------------------------------------------------- 4185
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2012, Version 8.2 Study date 07/01/24 File: 24077P24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6310
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- 24-077

PROPOSED CONDITION
100 YEAR STORM
-------------------------------------------------------------------- Drainage Area = 3.00(Ac.) = 0.005 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.00(Ac.) = 0.005 Sq. Mi.

Length along longest watercourse = 424.00(Ft.)
Length along longest watercourse measured to centroid = 248.50(Ft.) Length along longest watercourse = 0.080 Mi.

Length along longest watercourse measured to centroid = 0.047 Mi.

Difference in elevation = 5.10(Ft.)
Slope along watercourse = 63.5094 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.020 Hr.

Lag time = 1.18 Min.
25% of lag time = 0.29 Min.
40% of lag time = 0.47 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 1.80 5.40
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.00 4.00 12.00
4186
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.800(In)
Area Averaged 100-Year Rainfall = 4.000(In)
Point rain (area averaged) = 4.000(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4.000(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.000 32.00 0.800
Total Area Entered = 3.00(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

32.0 32.0 0.742 0.800 0.208 1.000 0.208
Sum (F) = 0.208
Area averaged mean soil loss (F) (In/Hr) = 0.208
Minimum soil loss rate ((In/Hr)) = 0.104
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.260
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 424.262 66.686 2.016
2 0.167 848.524 33.314 1.007
Sum = 100.000 Sum= 3.023
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.032 ( 0.368) 0.008 0.024
2 0.17 0.07 0.032 ( 0.367) 0.008 0.024
3 0.25 0.07 0.032 ( 0.365) 0.008 0.024
4 0.33 0.10 0.048 ( 0.364) 0.012 0.036
5 0.42 0.10 0.048 ( 0.363) 0.012 0.036
6 0.50 0.10 0.048 ( 0.361) 0.012 0.036
7 0.58 0.10 0.048 ( 0.360) 0.012 0.036
8 0.67 0.10 0.048 ( 0.358) 0.012 0.036
9 0.75 0.10 0.048 ( 0.357) 0.012 0.036
10 0.83 0.13 0.064 ( 0.356) 0.017 0.047
11 0.92 0.13 0.064 ( 0.354) 0.017 0.047
12 1.00 0.13 0.064 ( 0.353) 0.017 0.047
13 1.08 0.10 0.048 ( 0.351) 0.012 0.036
14 1.17 0.10 0.048 ( 0.350) 0.012 0.036
15 1.25 0.10 0.048 ( 0.349) 0.012 0.036
16 1.33 0.10 0.048 ( 0.347) 0.012 0.036
17 1.42 0.10 0.048 ( 0.346) 0.012 0.036
4187
18 1.50 0.10 0.048 ( 0.344) 0.012 0.036
19 1.58 0.10 0.048 ( 0.343) 0.012 0.036
20 1.67 0.10 0.048 ( 0.342) 0.012 0.036
21 1.75 0.10 0.048 ( 0.340) 0.012 0.036
22 1.83 0.13 0.064 ( 0.339) 0.017 0.047
23 1.92 0.13 0.064 ( 0.338) 0.017 0.047
24 2.00 0.13 0.064 ( 0.336) 0.017 0.047
25 2.08 0.13 0.064 ( 0.335) 0.017 0.047
26 2.17 0.13 0.064 ( 0.334) 0.017 0.047
27 2.25 0.13 0.064 ( 0.332) 0.017 0.047
28 2.33 0.13 0.064 ( 0.331) 0.017 0.047
29 2.42 0.13 0.064 ( 0.329) 0.017 0.047
30 2.50 0.13 0.064 ( 0.328) 0.017 0.047
31 2.58 0.17 0.080 ( 0.327) 0.021 0.059
32 2.67 0.17 0.080 ( 0.325) 0.021 0.059
33 2.75 0.17 0.080 ( 0.324) 0.021 0.059
34 2.83 0.17 0.080 ( 0.323) 0.021 0.059
35 2.92 0.17 0.080 ( 0.321) 0.021 0.059
36 3.00 0.17 0.080 ( 0.320) 0.021 0.059
37 3.08 0.17 0.080 ( 0.319) 0.021 0.059
38 3.17 0.17 0.080 ( 0.317) 0.021 0.059
39 3.25 0.17 0.080 ( 0.316) 0.021 0.059
40 3.33 0.17 0.080 ( 0.315) 0.021 0.059
41 3.42 0.17 0.080 ( 0.314) 0.021 0.059
42 3.50 0.17 0.080 ( 0.312) 0.021 0.059
43 3.58 0.17 0.080 ( 0.311) 0.021 0.059
44 3.67 0.17 0.080 ( 0.310) 0.021 0.059
45 3.75 0.17 0.080 ( 0.308) 0.021 0.059
46 3.83 0.20 0.096 ( 0.307) 0.025 0.071
47 3.92 0.20 0.096 ( 0.306) 0.025 0.071
48 4.00 0.20 0.096 ( 0.304) 0.025 0.071
49 4.08 0.20 0.096 ( 0.303) 0.025 0.071
50 4.17 0.20 0.096 ( 0.302) 0.025 0.071
51 4.25 0.20 0.096 ( 0.301) 0.025 0.071
52 4.33 0.23 0.112 ( 0.299) 0.029 0.083
53 4.42 0.23 0.112 ( 0.298) 0.029 0.083
54 4.50 0.23 0.112 ( 0.297) 0.029 0.083
55 4.58 0.23 0.112 ( 0.295) 0.029 0.083
56 4.67 0.23 0.112 ( 0.294) 0.029 0.083
57 4.75 0.23 0.112 ( 0.293) 0.029 0.083
58 4.83 0.27 0.128 ( 0.292) 0.033 0.095
59 4.92 0.27 0.128 ( 0.290) 0.033 0.095
60 5.00 0.27 0.128 ( 0.289) 0.033 0.095
61 5.08 0.20 0.096 ( 0.288) 0.025 0.071
62 5.17 0.20 0.096 ( 0.287) 0.025 0.071
63 5.25 0.20 0.096 ( 0.285) 0.025 0.071
64 5.33 0.23 0.112 ( 0.284) 0.029 0.083
65 5.42 0.23 0.112 ( 0.283) 0.029 0.083
66 5.50 0.23 0.112 ( 0.282) 0.029 0.083
67 5.58 0.27 0.128 ( 0.280) 0.033 0.095
68 5.67 0.27 0.128 ( 0.279) 0.033 0.095
69 5.75 0.27 0.128 ( 0.278) 0.033 0.095
70 5.83 0.27 0.128 ( 0.277) 0.033 0.095
71 5.92 0.27 0.128 ( 0.275) 0.033 0.095
72 6.00 0.27 0.128 ( 0.274) 0.033 0.095
73 6.08 0.30 0.144 ( 0.273) 0.037 0.107
74 6.17 0.30 0.144 ( 0.272) 0.037 0.107
75 6.25 0.30 0.144 ( 0.271) 0.037 0.107
76 6.33 0.30 0.144 ( 0.269) 0.037 0.107
77 6.42 0.30 0.144 ( 0.268) 0.037 0.107
4188
78 6.50 0.30 0.144 ( 0.267) 0.037 0.107
79 6.58 0.33 0.160 ( 0.266) 0.042 0.118
80 6.67 0.33 0.160 ( 0.265) 0.042 0.118
81 6.75 0.33 0.160 ( 0.263) 0.042 0.118
82 6.83 0.33 0.160 ( 0.262) 0.042 0.118
83 6.92 0.33 0.160 ( 0.261) 0.042 0.118
84 7.00 0.33 0.160 ( 0.260) 0.042 0.118
85 7.08 0.33 0.160 ( 0.259) 0.042 0.118
86 7.17 0.33 0.160 ( 0.257) 0.042 0.118
87 7.25 0.33 0.160 ( 0.256) 0.042 0.118
88 7.33 0.37 0.176 ( 0.255) 0.046 0.130
89 7.42 0.37 0.176 ( 0.254) 0.046 0.130
90 7.50 0.37 0.176 ( 0.253) 0.046 0.130
91 7.58 0.40 0.192 ( 0.252) 0.050 0.142
92 7.67 0.40 0.192 ( 0.250) 0.050 0.142
93 7.75 0.40 0.192 ( 0.249) 0.050 0.142
94 7.83 0.43 0.208 ( 0.248) 0.054 0.154
95 7.92 0.43 0.208 ( 0.247) 0.054 0.154
96 8.00 0.43 0.208 ( 0.246) 0.054 0.154
97 8.08 0.50 0.240 ( 0.245) 0.062 0.178
98 8.17 0.50 0.240 ( 0.244) 0.062 0.178
99 8.25 0.50 0.240 ( 0.242) 0.062 0.178
100 8.33 0.50 0.240 ( 0.241) 0.062 0.178
101 8.42 0.50 0.240 ( 0.240) 0.062 0.178
102 8.50 0.50 0.240 ( 0.239) 0.062 0.178
103 8.58 0.53 0.256 ( 0.238) 0.067 0.189
104 8.67 0.53 0.256 ( 0.237) 0.067 0.189
105 8.75 0.53 0.256 ( 0.236) 0.067 0.189
106 8.83 0.57 0.272 ( 0.235) 0.071 0.201
107 8.92 0.57 0.272 ( 0.233) 0.071 0.201
108 9.00 0.57 0.272 ( 0.232) 0.071 0.201
109 9.08 0.63 0.304 ( 0.231) 0.079 0.225
110 9.17 0.63 0.304 ( 0.230) 0.079 0.225
111 9.25 0.63 0.304 ( 0.229) 0.079 0.225
112 9.33 0.67 0.320 ( 0.228) 0.083 0.237
113 9.42 0.67 0.320 ( 0.227) 0.083 0.237
114 9.50 0.67 0.320 ( 0.226) 0.083 0.237
115 9.58 0.70 0.336 ( 0.225) 0.087 0.249
116 9.67 0.70 0.336 ( 0.224) 0.087 0.249
117 9.75 0.70 0.336 ( 0.223) 0.087 0.249
118 9.83 0.73 0.352 ( 0.222) 0.092 0.260
119 9.92 0.73 0.352 ( 0.220) 0.092 0.260
120 10.00 0.73 0.352 ( 0.219) 0.092 0.260
121 10.08 0.50 0.240 ( 0.218) 0.062 0.178
122 10.17 0.50 0.240 ( 0.217) 0.062 0.178
123 10.25 0.50 0.240 ( 0.216) 0.062 0.178
124 10.33 0.50 0.240 ( 0.215) 0.062 0.178
125 10.42 0.50 0.240 ( 0.214) 0.062 0.178
126 10.50 0.50 0.240 ( 0.213) 0.062 0.178
127 10.58 0.67 0.320 ( 0.212) 0.083 0.237
128 10.67 0.67 0.320 ( 0.211) 0.083 0.237
129 10.75 0.67 0.320 ( 0.210) 0.083 0.237
130 10.83 0.67 0.320 ( 0.209) 0.083 0.237
131 10.92 0.67 0.320 ( 0.208) 0.083 0.237
132 11.00 0.67 0.320 ( 0.207) 0.083 0.237
133 11.08 0.63 0.304 ( 0.206) 0.079 0.225
134 11.17 0.63 0.304 ( 0.205) 0.079 0.225
135 11.25 0.63 0.304 ( 0.204) 0.079 0.225
136 11.33 0.63 0.304 ( 0.203) 0.079 0.225
137 11.42 0.63 0.304 ( 0.202) 0.079 0.225
4189
138 11.50 0.63 0.304 ( 0.201) 0.079 0.225
139 11.58 0.57 0.272 ( 0.200) 0.071 0.201
140 11.67 0.57 0.272 ( 0.199) 0.071 0.201
141 11.75 0.57 0.272 ( 0.198) 0.071 0.201
142 11.83 0.60 0.288 ( 0.197) 0.075 0.213
143 11.92 0.60 0.288 ( 0.196) 0.075 0.213
144 12.00 0.60 0.288 ( 0.195) 0.075 0.213
145 12.08 0.83 0.400 ( 0.194) 0.104 0.296
146 12.17 0.83 0.400 ( 0.193) 0.104 0.296
147 12.25 0.83 0.400 ( 0.192) 0.104 0.296
148 12.33 0.87 0.416 ( 0.191) 0.108 0.308
149 12.42 0.87 0.416 ( 0.190) 0.108 0.308
150 12.50 0.87 0.416 ( 0.189) 0.108 0.308
151 12.58 0.93 0.448 ( 0.188) 0.116 0.332
152 12.67 0.93 0.448 ( 0.187) 0.116 0.332
153 12.75 0.93 0.448 ( 0.186) 0.116 0.332
154 12.83 0.97 0.464 ( 0.185) 0.121 0.343
155 12.92 0.97 0.464 ( 0.184) 0.121 0.343
156 13.00 0.97 0.464 ( 0.183) 0.121 0.343
157 13.08 1.13 0.544 ( 0.183) 0.141 0.403
158 13.17 1.13 0.544 ( 0.182) 0.141 0.403
159 13.25 1.13 0.544 ( 0.181) 0.141 0.403
160 13.33 1.13 0.544 ( 0.180) 0.141 0.403
161 13.42 1.13 0.544 ( 0.179) 0.141 0.403
162 13.50 1.13 0.544 ( 0.178) 0.141 0.403
163 13.58 0.77 0.368 ( 0.177) 0.096 0.272
164 13.67 0.77 0.368 ( 0.176) 0.096 0.272
165 13.75 0.77 0.368 ( 0.175) 0.096 0.272
166 13.83 0.77 0.368 ( 0.174) 0.096 0.272
167 13.92 0.77 0.368 ( 0.173) 0.096 0.272
168 14.00 0.77 0.368 ( 0.173) 0.096 0.272
169 14.08 0.90 0.432 ( 0.172) 0.112 0.320
170 14.17 0.90 0.432 ( 0.171) 0.112 0.320
171 14.25 0.90 0.432 ( 0.170) 0.112 0.320
172 14.33 0.87 0.416 ( 0.169) 0.108 0.308
173 14.42 0.87 0.416 ( 0.168) 0.108 0.308
174 14.50 0.87 0.416 ( 0.167) 0.108 0.308
175 14.58 0.87 0.416 ( 0.166) 0.108 0.308
176 14.67 0.87 0.416 ( 0.166) 0.108 0.308
177 14.75 0.87 0.416 ( 0.165) 0.108 0.308
178 14.83 0.83 0.400 ( 0.164) 0.104 0.296
179 14.92 0.83 0.400 ( 0.163) 0.104 0.296
180 15.00 0.83 0.400 ( 0.162) 0.104 0.296
181 15.08 0.80 0.384 ( 0.161) 0.100 0.284
182 15.17 0.80 0.384 ( 0.161) 0.100 0.284
183 15.25 0.80 0.384 ( 0.160) 0.100 0.284
184 15.33 0.77 0.368 ( 0.159) 0.096 0.272
185 15.42 0.77 0.368 ( 0.158) 0.096 0.272
186 15.50 0.77 0.368 ( 0.157) 0.096 0.272
187 15.58 0.63 0.304 ( 0.157) 0.079 0.225
188 15.67 0.63 0.304 ( 0.156) 0.079 0.225
189 15.75 0.63 0.304 ( 0.155) 0.079 0.225
190 15.83 0.63 0.304 ( 0.154) 0.079 0.225
191 15.92 0.63 0.304 ( 0.153) 0.079 0.225
192 16.00 0.63 0.304 ( 0.153) 0.079 0.225
193 16.08 0.13 0.064 ( 0.152) 0.017 0.047
194 16.17 0.13 0.064 ( 0.151) 0.017 0.047
195 16.25 0.13 0.064 ( 0.150) 0.017 0.047
196 16.33 0.13 0.064 ( 0.149) 0.017 0.047
197 16.42 0.13 0.064 ( 0.149) 0.017 0.047
4190
198 16.50 0.13 0.064 ( 0.148) 0.017 0.047
199 16.58 0.10 0.048 ( 0.147) 0.012 0.036
200 16.67 0.10 0.048 ( 0.146) 0.012 0.036
201 16.75 0.10 0.048 ( 0.146) 0.012 0.036
202 16.83 0.10 0.048 ( 0.145) 0.012 0.036
203 16.92 0.10 0.048 ( 0.144) 0.012 0.036
204 17.00 0.10 0.048 ( 0.144) 0.012 0.036
205 17.08 0.17 0.080 ( 0.143) 0.021 0.059
206 17.17 0.17 0.080 ( 0.142) 0.021 0.059
207 17.25 0.17 0.080 ( 0.141) 0.021 0.059
208 17.33 0.17 0.080 ( 0.141) 0.021 0.059
209 17.42 0.17 0.080 ( 0.140) 0.021 0.059
210 17.50 0.17 0.080 ( 0.139) 0.021 0.059
211 17.58 0.17 0.080 ( 0.139) 0.021 0.059
212 17.67 0.17 0.080 ( 0.138) 0.021 0.059
213 17.75 0.17 0.080 ( 0.137) 0.021 0.059
214 17.83 0.13 0.064 ( 0.136) 0.017 0.047
215 17.92 0.13 0.064 ( 0.136) 0.017 0.047
216 18.00 0.13 0.064 ( 0.135) 0.017 0.047
217 18.08 0.13 0.064 ( 0.134) 0.017 0.047
218 18.17 0.13 0.064 ( 0.134) 0.017 0.047
219 18.25 0.13 0.064 ( 0.133) 0.017 0.047
220 18.33 0.13 0.064 ( 0.133) 0.017 0.047
221 18.42 0.13 0.064 ( 0.132) 0.017 0.047
222 18.50 0.13 0.064 ( 0.131) 0.017 0.047
223 18.58 0.10 0.048 ( 0.131) 0.012 0.036
224 18.67 0.10 0.048 ( 0.130) 0.012 0.036
225 18.75 0.10 0.048 ( 0.129) 0.012 0.036
226 18.83 0.07 0.032 ( 0.129) 0.008 0.024
227 18.92 0.07 0.032 ( 0.128) 0.008 0.024
228 19.00 0.07 0.032 ( 0.127) 0.008 0.024
229 19.08 0.10 0.048 ( 0.127) 0.012 0.036
230 19.17 0.10 0.048 ( 0.126) 0.012 0.036
231 19.25 0.10 0.048 ( 0.126) 0.012 0.036
232 19.33 0.13 0.064 ( 0.125) 0.017 0.047
233 19.42 0.13 0.064 ( 0.125) 0.017 0.047
234 19.50 0.13 0.064 ( 0.124) 0.017 0.047
235 19.58 0.10 0.048 ( 0.123) 0.012 0.036
236 19.67 0.10 0.048 ( 0.123) 0.012 0.036
237 19.75 0.10 0.048 ( 0.122) 0.012 0.036
238 19.83 0.07 0.032 ( 0.122) 0.008 0.024
239 19.92 0.07 0.032 ( 0.121) 0.008 0.024
240 20.00 0.07 0.032 ( 0.121) 0.008 0.024
241 20.08 0.10 0.048 ( 0.120) 0.012 0.036
242 20.17 0.10 0.048 ( 0.120) 0.012 0.036
243 20.25 0.10 0.048 ( 0.119) 0.012 0.036
244 20.33 0.10 0.048 ( 0.119) 0.012 0.036
245 20.42 0.10 0.048 ( 0.118) 0.012 0.036
246 20.50 0.10 0.048 ( 0.118) 0.012 0.036
247 20.58 0.10 0.048 ( 0.117) 0.012 0.036
248 20.67 0.10 0.048 ( 0.117) 0.012 0.036
249 20.75 0.10 0.048 ( 0.116) 0.012 0.036
250 20.83 0.07 0.032 ( 0.116) 0.008 0.024
251 20.92 0.07 0.032 ( 0.115) 0.008 0.024
252 21.00 0.07 0.032 ( 0.115) 0.008 0.024
253 21.08 0.10 0.048 ( 0.114) 0.012 0.036
254 21.17 0.10 0.048 ( 0.114) 0.012 0.036
255 21.25 0.10 0.048 ( 0.113) 0.012 0.036
256 21.33 0.07 0.032 ( 0.113) 0.008 0.024
257 21.42 0.07 0.032 ( 0.112) 0.008 0.024
4191
258 21.50 0.07 0.032 ( 0.112) 0.008 0.024
259 21.58 0.10 0.048 ( 0.112) 0.012 0.036
260 21.67 0.10 0.048 ( 0.111) 0.012 0.036
261 21.75 0.10 0.048 ( 0.111) 0.012 0.036
262 21.83 0.07 0.032 ( 0.110) 0.008 0.024
263 21.92 0.07 0.032 ( 0.110) 0.008 0.024
264 22.00 0.07 0.032 ( 0.110) 0.008 0.024
265 22.08 0.10 0.048 ( 0.109) 0.012 0.036
266 22.17 0.10 0.048 ( 0.109) 0.012 0.036
267 22.25 0.10 0.048 ( 0.109) 0.012 0.036
268 22.33 0.07 0.032 ( 0.108) 0.008 0.024
269 22.42 0.07 0.032 ( 0.108) 0.008 0.024
270 22.50 0.07 0.032 ( 0.108) 0.008 0.024
271 22.58 0.07 0.032 ( 0.107) 0.008 0.024
272 22.67 0.07 0.032 ( 0.107) 0.008 0.024
273 22.75 0.07 0.032 ( 0.107) 0.008 0.024
274 22.83 0.07 0.032 ( 0.106) 0.008 0.024
275 22.92 0.07 0.032 ( 0.106) 0.008 0.024
276 23.00 0.07 0.032 ( 0.106) 0.008 0.024
277 23.08 0.07 0.032 ( 0.106) 0.008 0.024
278 23.17 0.07 0.032 ( 0.105) 0.008 0.024
279 23.25 0.07 0.032 ( 0.105) 0.008 0.024
280 23.33 0.07 0.032 ( 0.105) 0.008 0.024
281 23.42 0.07 0.032 ( 0.105) 0.008 0.024
282 23.50 0.07 0.032 ( 0.105) 0.008 0.024
283 23.58 0.07 0.032 ( 0.104) 0.008 0.024
284 23.67 0.07 0.032 ( 0.104) 0.008 0.024
285 23.75 0.07 0.032 ( 0.104) 0.008 0.024
286 23.83 0.07 0.032 ( 0.104) 0.008 0.024
287 23.92 0.07 0.032 ( 0.104) 0.008 0.024
288 24.00 0.07 0.032 ( 0.104) 0.008 0.024
(Loss Rate Not Used)
Sum = 100.0 Sum = 35.5
Flood volume = Effective rainfall 2.96(In)
times area 3.0(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft)
Total soil loss = 1.04(In)
Total soil loss = 0.260(Ac.Ft)
Total rainfall = 4.00(In)
Flood volume = 32234.2 Cubic Feet
Total soil loss = 11325.5 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.218(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q | | | |
0+10 0.0008 0.07 Q | | | |
0+15 0.0013 0.07 Q | | | |
0+20 0.0020 0.10 Q | | | |
0+25 0.0027 0.11 Q | | | |
0+30 0.0035 0.11 Q | | | |
0+35 0.0042 0.11 Q | | | |
0+40 0.0049 0.11 Q | | | |
4192
0+45 0.0057 0.11 Q | | | |
0+50 0.0066 0.13 Q | | | |
0+55 0.0076 0.14 Q | | | |
1+ 0 0.0086 0.14 Q | | | |
1+ 5 0.0094 0.12 Q | | | |
1+10 0.0101 0.11 Q | | | |
1+15 0.0109 0.11 Q | | | |
1+20 0.0116 0.11 Q | | | |
1+25 0.0123 0.11 Q | | | |
1+30 0.0131 0.11 Q | | | |
1+35 0.0138 0.11 Q | | | |
1+40 0.0146 0.11 Q | | | |
1+45 0.0153 0.11 Q | | | |
1+50 0.0162 0.13 Q | | | |
1+55 0.0172 0.14 Q | | | |
2+ 0 0.0182 0.14 Q | | | |
2+ 5 0.0192 0.14 QV | | | |
2+10 0.0201 0.14 QV | | | |
2+15 0.0211 0.14 QV | | | |
2+20 0.0221 0.14 QV | | | |
2+25 0.0231 0.14 QV | | | |
2+30 0.0241 0.14 QV | | | |
2+35 0.0252 0.17 QV | | | |
2+40 0.0265 0.18 QV | | | |
2+45 0.0277 0.18 QV | | | |
2+50 0.0289 0.18 QV | | | |
2+55 0.0302 0.18 QV | | | |
3+ 0 0.0314 0.18 QV | | | |
3+ 5 0.0326 0.18 QV | | | |
3+10 0.0339 0.18 QV | | | |
3+15 0.0351 0.18 QV | | | |
3+20 0.0363 0.18 QV | | | |
3+25 0.0376 0.18 Q V | | | |
3+30 0.0388 0.18 Q V | | | |
3+35 0.0400 0.18 Q V | | | |
3+40 0.0413 0.18 Q V | | | |
3+45 0.0425 0.18 Q V | | | |
3+50 0.0439 0.20 Q V | | | |
3+55 0.0454 0.21 Q V | | | |
4+ 0 0.0469 0.21 Q V | | | |
4+ 5 0.0483 0.21 Q V | | | |
4+10 0.0498 0.21 Q V | | | |
4+15 0.0513 0.21 Q V | | | |
4+20 0.0530 0.24 Q V | | | |
4+25 0.0547 0.25 |QV | | | |
4+30 0.0564 0.25 |Q V | | | |
4+35 0.0581 0.25 |Q V | | | |
4+40 0.0599 0.25 |Q V | | | |
4+45 0.0616 0.25 |Q V | | | |
4+50 0.0635 0.27 |Q V | | | |
4+55 0.0654 0.29 |Q V | | | |
5+ 0 0.0674 0.29 |Q V | | | |
5+ 5 0.0691 0.24 Q V | | | |
5+10 0.0705 0.21 Q V | | | |
5+15 0.0720 0.21 Q V | | | |
5+20 0.0737 0.24 Q V | | | |
5+25 0.0754 0.25 |Q V | | | |
5+30 0.0771 0.25 |Q V | | | |
5+35 0.0790 0.27 |Q V | | | |
5+40 0.0810 0.29 |Q V | | | |
4193
5+45 0.0830 0.29 |Q V | | | |
5+50 0.0849 0.29 |Q V | | | |
5+55 0.0869 0.29 |Q V | | | |
6+ 0 0.0889 0.29 |Q V | | | |
6+ 5 0.0910 0.31 |Q V | | | |
6+10 0.0932 0.32 |Q V | | | |
6+15 0.0955 0.32 |Q V | | | |
6+20 0.0977 0.32 |Q V | | | |
6+25 0.0999 0.32 |Q V | | | |
6+30 0.1021 0.32 |Q V | | | |
6+35 0.1045 0.35 |Q V | | | |
6+40 0.1070 0.36 |Q V | | | |
6+45 0.1094 0.36 |Q V | | | |
6+50 0.1119 0.36 |Q V | | | |
6+55 0.1144 0.36 |Q V | | | |
7+ 0 0.1168 0.36 |Q V | | | |
7+ 5 0.1193 0.36 |Q V | | | |
7+10 0.1218 0.36 |Q V | | | |
7+15 0.1242 0.36 |Q V | | | |
7+20 0.1269 0.38 |Q V | | | |
7+25 0.1296 0.39 |Q V | | | |
7+30 0.1323 0.39 |Q V | | | |
7+35 0.1352 0.42 |Q V | | | |
7+40 0.1381 0.43 |Q V | | | |
7+45 0.1411 0.43 |Q V | | | |
7+50 0.1442 0.45 |Q V | | | |
7+55 0.1474 0.47 |Q V | | | |
8+ 0 0.1506 0.47 |Q V | | | |
8+ 5 0.1542 0.51 | Q V | | | |
8+10 0.1579 0.54 | Q V | | | |
8+15 0.1616 0.54 | Q V | | | |
8+20 0.1653 0.54 | Q V | | | |
8+25 0.1690 0.54 | Q V| | | |
8+30 0.1727 0.54 | Q V| | | |
8+35 0.1765 0.56 | Q V| | | |
8+40 0.1805 0.57 | Q V| | | |
8+45 0.1844 0.57 | Q V| | | |
8+50 0.1885 0.60 | Q V | | |
8+55 0.1927 0.61 | Q V | | |
9+ 0 0.1969 0.61 | Q V | | |
9+ 5 0.2014 0.66 | Q V | | |
9+10 0.2061 0.68 | Q |V | | |
9+15 0.2108 0.68 | Q |V | | |
9+20 0.2157 0.70 | Q |V | | |
9+25 0.2206 0.72 | Q |V | | |
9+30 0.2255 0.72 | Q | V | | |
9+35 0.2306 0.74 | Q | V | | |
9+40 0.2358 0.75 | Q | V | | |
9+45 0.2410 0.75 | Q | V | | |
9+50 0.2463 0.78 | Q | V | | |
9+55 0.2518 0.79 | Q | V | | |
10+ 0 0.2572 0.79 | Q | V | | |
10+ 5 0.2615 0.62 | Q | V | | |
10+10 0.2652 0.54 | Q | V | | |
10+15 0.2689 0.54 | Q | V | | |
10+20 0.2726 0.54 | Q | V | | |
10+25 0.2763 0.54 | Q | V | | |
10+30 0.2800 0.54 | Q | V | | |
10+35 0.2845 0.66 | Q | V | | |
10+40 0.2894 0.72 | Q | V | | |
4194
10+45 0.2944 0.72 | Q | V | | |
10+50 0.2993 0.72 | Q | V | | |
10+55 0.3042 0.72 | Q | V | | |
11+ 0 0.3092 0.72 | Q | V | | |
11+ 5 0.3139 0.69 | Q | V | | |
11+10 0.3186 0.68 | Q | V | | |
11+15 0.3233 0.68 | Q | V | | |
11+20 0.3280 0.68 | Q | V | | |
11+25 0.3327 0.68 | Q | V | | |
11+30 0.3374 0.68 | Q | V | | |
11+35 0.3417 0.63 | Q | V | | |
11+40 0.3459 0.61 | Q | V | | |
11+45 0.3501 0.61 | Q | V | | |
11+50 0.3545 0.63 | Q | V| | |
11+55 0.3589 0.64 | Q | V| | |
12+ 0 0.3633 0.64 | Q | V| | |
12+ 5 0.3689 0.81 | Q | V| | |
12+10 0.3751 0.90 | Q | V | |
12+15 0.3813 0.90 | Q | V | |
12+20 0.3876 0.92 | Q | V | |
12+25 0.3940 0.93 | Q | |V | |
12+30 0.4004 0.93 | Q | |V | |
12+35 0.4072 0.98 | Q | | V | |
12+40 0.4141 1.00 | Q | | V | |
12+45 0.4210 1.00 | Q | | V | |
12+50 0.4280 1.03 | Q | | V | |
12+55 0.4352 1.04 | Q | | V | |
13+ 0 0.4424 1.04 | Q | | V | |
13+ 5 0.4503 1.16 | Q | | V | |
13+10 0.4587 1.22 | Q | | V | |
13+15 0.4671 1.22 | Q | | V | |
13+20 0.4755 1.22 | Q | | V | |
13+25 0.4839 1.22 | Q | | V | |
13+30 0.4923 1.22 | Q | | V | |
13+35 0.4988 0.96 | Q | | V | |
13+40 0.5045 0.82 | Q | | V | |
13+45 0.5102 0.82 | Q | | V | |
13+50 0.5159 0.82 | Q | | V | |
13+55 0.5215 0.82 | Q | | V | |
14+ 0 0.5272 0.82 | Q | | V | |
14+ 5 0.5335 0.92 | Q | | V | |
14+10 0.5402 0.97 | Q | | V| |
14+15 0.5469 0.97 | Q | | V| |
14+20 0.5534 0.94 | Q | | V| |
14+25 0.5598 0.93 | Q | | V |
14+30 0.5662 0.93 | Q | | V |
14+35 0.5726 0.93 | Q | | V |
14+40 0.5790 0.93 | Q | | |V |
14+45 0.5854 0.93 | Q | | |V |
14+50 0.5917 0.91 | Q | | |V |
14+55 0.5978 0.90 | Q | | | V |
15+ 0 0.6040 0.90 | Q | | | V |
15+ 5 0.6100 0.87 | Q | | | V |
15+10 0.6159 0.86 | Q | | | V |
15+15 0.6218 0.86 | Q | | | V |
15+20 0.6276 0.84 | Q | | | V |
15+25 0.6333 0.82 | Q | | | V |
15+30 0.6389 0.82 | Q | | | V |
15+35 0.6440 0.73 | Q | | | V |
15+40 0.6486 0.68 | Q | | | V |
4195
15+45 0.6533 0.68 | Q | | | V |
15+50 0.6580 0.68 | Q | | | V |
15+55 0.6627 0.68 | Q | | | V |
16+ 0 0.6674 0.68 | Q | | | V |
16+ 5 0.6696 0.32 |Q | | | V |
16+10 0.6706 0.14 Q | | | V |
16+15 0.6716 0.14 Q | | | V |
16+20 0.6726 0.14 Q | | | V |
16+25 0.6736 0.14 Q | | | V |
16+30 0.6745 0.14 Q | | | V |
16+35 0.6754 0.12 Q | | | V |
16+40 0.6761 0.11 Q | | | V |
16+45 0.6768 0.11 Q | | | V |
16+50 0.6776 0.11 Q | | | V |
16+55 0.6783 0.11 Q | | | V |
17+ 0 0.6791 0.11 Q | | | V |
17+ 5 0.6801 0.16 Q | | | V |
17+10 0.6814 0.18 Q | | | V |
17+15 0.6826 0.18 Q | | | V |
17+20 0.6838 0.18 Q | | | V |
17+25 0.6851 0.18 Q | | | V |
17+30 0.6863 0.18 Q | | | V |
17+35 0.6875 0.18 Q | | | V |
17+40 0.6888 0.18 Q | | | V |
17+45 0.6900 0.18 Q | | | V |
17+50 0.6911 0.16 Q | | | V |
17+55 0.6921 0.14 Q | | | V |
18+ 0 0.6930 0.14 Q | | | V |
18+ 5 0.6940 0.14 Q | | | V |
18+10 0.6950 0.14 Q | | | V |
18+15 0.6960 0.14 Q | | | V |
18+20 0.6970 0.14 Q | | | V |
18+25 0.6980 0.14 Q | | | V |
18+30 0.6990 0.14 Q | | | V |
18+35 0.6998 0.12 Q | | | V |
18+40 0.7005 0.11 Q | | | V |
18+45 0.7013 0.11 Q | | | V |
18+50 0.7018 0.08 Q | | | V |
18+55 0.7023 0.07 Q | | | V |
19+ 0 0.7028 0.07 Q | | | V |
19+ 5 0.7035 0.10 Q | | | V |
19+10 0.7042 0.11 Q | | | V |
19+15 0.7050 0.11 Q | | | V |
19+20 0.7059 0.13 Q | | | V |
19+25 0.7069 0.14 Q | | | V |
19+30 0.7078 0.14 Q | | | V |
19+35 0.7087 0.12 Q | | | V |
19+40 0.7094 0.11 Q | | | V |
19+45 0.7101 0.11 Q | | | V |
19+50 0.7107 0.08 Q | | | V |
19+55 0.7112 0.07 Q | | | V |
20+ 0 0.7117 0.07 Q | | | V |
20+ 5 0.7124 0.10 Q | | | V |
20+10 0.7131 0.11 Q | | | V |
20+15 0.7138 0.11 Q | | | V |
20+20 0.7146 0.11 Q | | | V |
20+25 0.7153 0.11 Q | | | V |
20+30 0.7161 0.11 Q | | | V |
20+35 0.7168 0.11 Q | | | V |
20+40 0.7175 0.11 Q | | | V |
4196
20+45 0.7183 0.11 Q | | | V |
20+50 0.7189 0.08 Q | | | V |
20+55 0.7194 0.07 Q | | | V |
21+ 0 0.7199 0.07 Q | | | V |
21+ 5 0.7205 0.10 Q | | | V |
21+10 0.7212 0.11 Q | | | V |
21+15 0.7220 0.11 Q | | | V|
21+20 0.7226 0.08 Q | | | V|
21+25 0.7231 0.07 Q | | | V|
21+30 0.7236 0.07 Q | | | V|
21+35 0.7242 0.10 Q | | | V|
21+40 0.7249 0.11 Q | | | V|
21+45 0.7257 0.11 Q | | | V|
21+50 0.7263 0.08 Q | | | V|
21+55 0.7268 0.07 Q | | | V|
22+ 0 0.7273 0.07 Q | | | V|
22+ 5 0.7279 0.10 Q | | | V|
22+10 0.7286 0.11 Q | | | V|
22+15 0.7294 0.11 Q | | | V|
22+20 0.7300 0.08 Q | | | V|
22+25 0.7305 0.07 Q | | | V|
22+30 0.7310 0.07 Q | | | V|
22+35 0.7314 0.07 Q | | | V|
22+40 0.7319 0.07 Q | | | V|
22+45 0.7324 0.07 Q | | | V|
22+50 0.7329 0.07 Q | | | V|
22+55 0.7334 0.07 Q | | | V|
23+ 0 0.7339 0.07 Q | | | V|
23+ 5 0.7344 0.07 Q | | | V|
23+10 0.7349 0.07 Q | | | V|
23+15 0.7354 0.07 Q | | | V|
23+20 0.7359 0.07 Q | | | V|
23+25 0.7364 0.07 Q | | | V|
23+30 0.7369 0.07 Q | | | V|
23+35 0.7374 0.07 Q | | | V|
23+40 0.7379 0.07 Q | | | V|
23+45 0.7384 0.07 Q | | | V|
23+50 0.7388 0.07 Q | | | V|
23+55 0.7393 0.07 Q | | | V|
24+ 0 0.7398 0.07 Q | | | V|
24+ 5 0.7400 0.02 Q | | | V
----------------------------------------------------------------------- 4197
Hydrology Study Public Storage – Moreno Valley
M:\2024\24-077 PS Moreno Valley Indian St\HM\24-077 Hydrology Report.doc

APPENDIX D
Detention Analysis (Hydraflow)
4198
Project:

Chamber Model - MC-3500
Units - Imperial
Number of Chambers - 100
Number of End Caps - 8
Voids in the stone (porosity) - 40 %
Base of Stone Elevation - 1570.50 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9 in
Area of system - 5484 sf Min. Area -
Height of
System
Incremental Single
Chamber
Incremental
Single End Cap
Incremental
Chambers
Incremental
End Cap
Incremental
Stone
Incremental Ch,
EC and Stone
Cumulative
System Elevation
(inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 182.80 182.80 18733.42 1576.00
65 0.00 0.00 0.00 0.00 182.80 182.80 18550.62 1575.92
64 0.00 0.00 0.00 0.00 182.80 182.80 18367.82 1575.83
63 0.00 0.00 0.00 0.00 182.80 182.80 18185.02 1575.75
62 0.00 0.00 0.00 0.00 182.80 182.80 18002.22 1575.67
61 0.00 0.00 0.00 0.00 182.80 182.80 17819.42 1575.58
60 0.00 0.00 0.00 0.00 182.80 182.80 17636.62 1575.50
59 0.00 0.00 0.00 0.00 182.80 182.80 17453.82 1575.42
58 0.00 0.00 0.00 0.00 182.80 182.80 17271.02 1575.33
57 0.00 0.00 0.00 0.00 182.80 182.80 17088.22 1575.25
56 0.00 0.00 0.00 0.00 182.80 182.80 16905.42 1575.17
55 0.00 0.00 0.00 0.00 182.80 182.80 16722.62 1575.08
54 0.06 0.00 5.81 0.00 180.48 186.29 16539.82 1575.00
53 0.19 0.02 19.41 0.19 174.96 194.56 16353.53 1574.92
52 0.29 0.04 29.40 0.30 170.92 200.62 16158.97 1574.83
51 0.40 0.05 40.36 0.41 166.49 207.27 15958.36 1574.75
50 0.69 0.07 68.72 0.54 155.10 224.36 15751.09 1574.67
49 1.03 0.09 102.83 0.71 141.39 244.92 15526.73 1574.58 48 1.25 0.11 124.95 0.86 132.48 258.29 15281.81 1574.50 47 1.42 0.13 142.22 1.01 125.51 268.74 15023.53 1574.42 46 1.57 0.14 157.31 1.16 119.41 277.88 14754.79 1574.33 45 1.71 0.16 170.72 1.30 113.99 286.01 14476.91 1574.25 44 1.83 0.18 182.85 1.45 109.08 293.38 14190.89 1574.17 43 1.94 0.20 193.78 1.60 104.65 300.03 13897.51 1574.08 42 2.04 0.22 204.08 1.75 100.47 306.30 13597.48 1574.00 41 2.13 0.23 213.47 1.88 96.66 312.01 13291.19 1573.92
40 2.22 0.25 222.42 2.00 93.03 317.46 12979.18 1573.83
39 2.31 0.27 230.68 2.12 89.68 322.48 12661.72 1573.75
38 2.38 0.28 238.48 2.24 86.51 327.23 12339.24 1573.67
37 2.46 0.29 245.91 2.35 83.50 331.76 12012.01 1573.58
36 2.53 0.31 252.82 2.46 80.69 335.97 11680.25 1573.50
35 2.59 0.32 259.37 2.57 78.02 339.97 11344.29 1573.42
34 2.66 0.33 265.61 2.68 75.49 343.77 11004.32 1573.33
33 2.72 0.35 271.51 2.78 73.09 347.37 10660.55 1573.25
32 2.77 0.36 277.13 2.88 70.80 350.81 10313.18 1573.17
31 2.82 0.37 282.47 2.98 68.62 354.07 9962.37 1573.08
30 2.88 0.38 287.55 3.07 66.55 357.17 9608.31 1573.00
29 2.92 0.40 292.41 3.17 64.57 360.15 9251.13 1572.92
28 2.97 0.41 296.99 3.26 62.70 362.95 8890.99 1572.83
27 3.01 0.42 301.25 3.35 60.96 365.56 8528.04 1572.75
26 3.05 0.43 305.33 3.44 59.29 368.06 8162.48 1572.67
25 3.09 0.44 309.43 3.52 57.62 370.57 7794.42 1572.58
24 3.13 0.45 313.06 3.61 56.14 372.80 7423.85 1572.50
23 3.17 0.46 316.57 3.69 54.70 374.95 7051.05 1572.42
22 3.20 0.47 319.95 3.77 53.32 377.03 6676.10 1572.33
21 3.23 0.48 323.11 3.84 52.02 378.97 6299.08 1572.25
20 3.26 0.49 326.14 3.91 50.78 380.83 5920.10 1572.17
19 3.29 0.50 329.03 3.98 49.60 382.61 5539.27 1572.08
18 3.32 0.51 331.80 4.05 48.46 384.31 5156.67 1572.00
17 3.34 0.51 334.41 4.12 47.39 385.92 4772.36 1571.92
16 3.37 0.52 336.86 4.18 46.38 387.42 4386.44 1571.83
15 3.39 0.53 339.25 4.24 45.41 388.89 3999.02 1571.75
14 3.41 0.54 341.45 4.29 44.50 390.25 3610.12 1571.67
13 3.44 0.54 343.70 4.35 43.58 391.63 3219.88 1571.58
12 3.46 0.55 345.77 4.40 42.73 392.90 2828.25 1571.50
11 3.48 0.56 347.87 4.44 41.88 394.19 2435.35 1571.42
10 3.51 0.59 350.51 4.76 40.69 395.96 2041.16 1571.33
9 0.00 0.00 0.00 0.00 182.80 182.80 1645.20 1571.25
8 0.00 0.00 0.00 0.00 182.80 182.80 1462.40 1571.17
7 0.00 0.00 0.00 0.00 182.80 182.80 1279.60 1571.08
6 0.00 0.00 0.00 0.00 182.80 182.80 1096.80 1571.00
5 0.00 0.00 0.00 0.00 182.80 182.80 914.00 1570.92
4 0.00 0.00 0.00 0.00 182.80 182.80 731.20 1570.83
3 0.00 0.00 0.00 0.00 182.80 182.80 548.40 1570.75
2 0.00 0.00 0.00 0.00 182.80 182.80 365.60 1570.67
1 0.00 0.00 0.00 0.00 182.80 182.80 182.80 1570.58
Public Storage Moreno Valley
5087 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Include Perimeter Stone in Calculations
Click Here for Metric
Click for Stage Area Data
Click to Invert Stage Area Data
4199
Advanced Drainage Systems, Inc.

FOR STORMTECH

INSTALLATION INSTRUCTIONS

VISIT OUR APP
SiteAssist
MC-3500 STORMTECH CHAMBER SPECIFICATIONS

1. CHAMBERS SHALL BE STORMTECH MC-3500.

2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS.

3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.

4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.

5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.

6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.

7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.

8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN

ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: · THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. · THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.

9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.

IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM

1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.

2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".

3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.

STORMTECH RECOMMENDS 3 BACKFILL METHODS: · STONESHOOTER LOCATED OFF THE CHAMBER BED. · BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. · BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.

4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.

5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.

6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.

7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.

8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4.

9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.

10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER.

11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.

NOTES FOR CONSTRUCTION EQUIPMENT

1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".

2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".

3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.

USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY.

CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ©2024 ADS, INC.

PROJECT INFORMATION

ADS SALES REP
PROJECT NO.

ENGINEERED PRODUCT

MANAGER
24-077 PUBLIC STORAGE

MORENO VALLEY, CA, USA
4200
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
2 OF 5
NOTES
• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR

DETERMINING
THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. • NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.

PROPOSED ELEVATIONS:

MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 1583.00 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 1577.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 1576.50
MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT): 1576.50 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 1576.50 TOP OF STONE: 1576.00
TOP OF MC-3500 CHAMBER: 1575.00
24" ISOLATOR ROW PLUS INVERT: 1571.42
18" x 18" BOTTOM MANIFOLD INVERT: 1571.40
BOTTOM OF MC-3500 CHAMBER: 1571.25
BOTTOM OF STONE: 1570.50

PROPOSED LAYOUT
112 STORMTECH MC-3500 CHAMBERS
16 STORMTECH MC-3500 END CAPS
12 STONE ABOVE (in)
9 STONE BELOW (in)
40 STONE VOID
21313

INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
6264 SYSTEM AREA (SF)
334.1 SYSTEM PERIMETER (ft)
*INVERT ABOVE BASE OF CHAMBER
DESCRIPTION INVERT* MAX FLOW

ITEM ON

LAYOUT PART TYPE

2.06" 24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOM

CONNECTIONS AND ISOLATOR PLUS ROWS

PREFABRICATED END CAP A

1.77" 18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOM

CONNECTIONS

PREFABRICATED END CAP B
FLAMP C INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMP MANIFOLD D 18" x 18" BOTTOM MANIFOLD, ADS N-12 1.77"
E (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 20.9 CFS IN

CONCRETE STRUCTURE
W/WEIR

ISOLATOR ROW PLUS
(SEE DETAIL)
PLACE MINIMUM 17.50' OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING

STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL

CHAMBER INLET ROWS

BED LIMITS
0 10 20
110.22' 56.83'
104.08'
D 54.83'
C
B
A
E
4201
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS PLEASE NOTE:

1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".

2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.

3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.

4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.

5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL".

NOTES:

1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS.

2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.

4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.

5. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.

MATERIAL LOCATION DESCRIPTION

AASHTO MATERIAL

CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'

LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.

CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED

INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.

C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER.

GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE.

MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER.

AASHTO M145¹ A-1, A-2-4, A-3
OR
AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.

B
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.

CLEAN, CRUSHED, ANGULAR STONE

OR RECYCLED CONCRETE
5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57
A
FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.

CLEAN, CRUSHED, ANGULAR STONE

OR RECYCLED CONCRETE
5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 45"
(1140 mm)
18"
(450 mm) MIN*
8'
(2.4 m)
MAX
77" (1950 mm) 12" (300 mm) MIN
12" (300 mm) MIN
6"
(150 mm) MIN

DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED

INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24" (600 mm).
6" (150 mm) MIN

PERIMETER STONE
(SEE NOTE 4)

EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
MC-3500

END CAP SUBGRADE SOILS
(SEE NOTE 3)

PAVEMENT LAYER (DESIGNED

BY SITE DESIGN ENGINEER)
**THIS CROSS SECTION DETAIL REPRESENTS
MINIMUM REQUIREMENTS FOR INSTALLATION.

PLEASE SEE THE LAYOUT SHEET(S) FOR
PROJECT SPECIFIC REQUIREMENTS.

NO COMPACTION REQUIRED.

ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
4202 3 OF 5
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System

INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

B. ALL ISOLATOR PLUS ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.

STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.

NOTES

1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.

2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.

MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
24" (600 mm) HDPE ACCESS PIPE REQUIRED USE

FACTORY PRE-CORED END CAP
PART #: MC3500IEPP24BC OR MC3500IEPP24BW

STORMTECH HIGHLY RECOMMENDS

FLEXSTORM INSERTS IN ANY UPSTREAM

STRUCTURES WITH OPEN GRATES

COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT MC-3500 END CAP
ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN

FOUNDATION STONE AND CHAMBERS

8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE
PART #: MCFLAMP 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
4203 4 OF 5
StormTech 888-892-2694 | WWW.STORMTECH.COM ® Chamber System

MC-SERIES END CAP INSERTION DETAIL
NTS
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.

MANIFOLD HEADER

MANIFOLD STUB

STORMTECH END CAP

MANIFOLD HEADER

MANIFOLD STUB
12" (300 mm)

MIN SEPARATION
12" (300 mm) MIN INSERTION
12" (300 mm)

MIN SEPARATION
12" (300 mm)

MIN INSERTION
PART # STUB B C
MC3500IEPP06T
6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T
8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T
10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T
12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T
15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC
18" (450 mm)

20.03" (509 mm) --- MC3500IEPP18TW
MC3500IEPP18BC
--- 1.77" (45 mm) MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)

14.48" (368 mm) --- MC3500IEPP24TW
MC3500IEPP24BC
--- 2.06" (52 mm) MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm)

NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³)
MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m³)
WEIGHT 134 lbs. (60.8 kg)

NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs. (22.2 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION
NTS

90.0" (2286 mm)

ACTUAL LENGTH

86.0" (2184 mm)

INSTALLED

BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL

LOWER JOINT

CORRUGATION
WEB
CREST
CREST

STIFFENING RIB
VALLEY

STIFFENING RIB
B
C

75.0"
(1905 mm)

45.0"
(1143 mm)

25.7"
(653 mm)
FOOT

77.0"
(1956 mm)

45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"

UPPER JOINT CORRUGATION

22.2"
(564 mm)

INSTALLED

CUSTOM PRECORED INVERTS ARE
AVAILABLE UPON REQUEST.

INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOM
INVERT LOCATIONS ON THE MC-3500

END CAP CUT IN THE FIELD ARE NOT

RECOMMENDED FOR PIPE SIZES
GREATER THAN 10" (250 mm). THE

INVERT LOCATION IN COLUMN 'B'

ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE.

PART # STUB B C
MC3500IEPP06T
6" (150 mm) 33.21" (844 mm) --- MC3500IEPP06B --- 0.66" (17 mm) MC3500IEPP08T
8" (200 mm) 31.16" (791 mm) --- MC3500IEPP08B --- 0.81" (21 mm) MC3500IEPP10T
10" (250 mm) 29.04" (738 mm) --- MC3500IEPP10B --- 0.93" (24 mm) MC3500IEPP12T
12" (300 mm) 26.36" (670 mm) --- MC3500IEPP12B --- 1.35" (34 mm) MC3500IEPP15T
15" (375 mm) 23.39" (594 mm) --- MC3500IEPP15B --- 1.50" (38 mm) MC3500IEPP18TC
18" (450 mm)

20.03" (509 mm) --- MC3500IEPP18TW
MC3500IEPP18BC
--- 1.77" (45 mm) MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)

14.48" (368 mm) --- MC3500IEPP24TW
MC3500IEPP24BC
--- 2.06" (52 mm) MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm) --- 2.75" (70 mm)

NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³)
MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m³)
WEIGHT 134 lbs. (60.8 kg)

NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs. (22.2 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY MC-3500 TECHNICAL SPECIFICATION
NTS

90.0" (2286 mm)

ACTUAL LENGTH

86.0" (2184 mm)

INSTALLED

BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL

LOWER JOINT

CORRUGATION
WEB
CREST
CREST

STIFFENING RIB
VALLEY

STIFFENING RIB
B
C

75.0"
(1905 mm)

45.0"
(1143 mm)

25.7"
(653 mm)
FOOT

77.0"
(1956 mm)

45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"

UPPER JOINT CORRUGATION

22.2"
(564 mm)

INSTALLED

CUSTOM PRECORED INVERTS ARE
AVAILABLE UPON REQUEST.

INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOM
INVERT LOCATIONS ON THE MC-3500

END CAP CUT IN THE FIELD ARE NOT

RECOMMENDED FOR PIPE SIZES
GREATER THAN 10" (250 mm). THE

INVERT LOCATION IN COLUMN 'B'

ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 DATE: DRAWN: KK PROJECT #: CHECKED: N/A THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. DATE DRW CHK DESCRIPTION 24-077 PUBLIC STORAGE MORENO VALLEY, CA, USA SHEET
4204 5 OF 5
4205
Pond Report 4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 07 / 19 / 2024 Pond No. 1 - Infiltration Chamber
Pond Data
Pond storage is based on user-defined values.

Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 1570.00 n/a 0 0

0.67 1570.67 n/a 340 340

1.33 1571.33 n/a 1,573 1,913

2.00 1572.00 n/a 3,013 4,926

2.67 1572.67 n/a 2,903 7,830

3.34 1573.34 n/a 2,739 10,569

4.01 1574.01 n/a 2,491 13,060

4.68 1574.68 n/a 2,051 15,111

5.33 1575.35 n/a 1,418 16,529

6.00 1576.00 n/a 1,360 17,889

6.67 1576.67 n/a 1 17,890

7.34 1577.34 n/a 1 17,891

8.01 1578.01 n/a 1 17,892

8.68 1578.68 n/a 1 17,893

9.00 1579.00 n/a 1 17,894

9.25 1579.25 n/a 1 17,895

9.50 1579.50 n/a 1 17,896

9.75 1579.75 n/a 1 17,897

10.00 1580.00 n/a 1 17,898
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft) = 3.00 0.00 0.00 0.00
Crest El. (ft) = 1579.44 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

0.00 0 1570.00 --- --- --- --- 0.00 --- --- --- --- --- 0.000

0.07 34 1570.07 --- --- --- --- 0.00 --- --- --- --- 0.011 0.011

0.13 68 1570.13 --- --- --- --- 0.00 --- --- --- --- 0.022 0.022

0.20 102 1570.20 --- --- --- --- 0.00 --- --- --- --- 0.033 0.033

0.27 136 1570.27 --- --- --- --- 0.00 --- --- --- --- 0.044 0.044

0.34 170 1570.33 --- --- --- --- 0.00 --- --- --- --- 0.055 0.055

0.40 204 1570.40 --- --- --- --- 0.00 --- --- --- --- 0.066 0.066

0.47 238 1570.47 --- --- --- --- 0.00 --- --- --- --- 0.077 0.077

0.54 272 1570.54 --- --- --- --- 0.00 --- --- --- --- 0.088 0.088

0.60 306 1570.60 --- --- --- --- 0.00 --- --- --- --- 0.099 0.099

0.67 340 1570.67 --- --- --- --- 0.00 --- --- --- --- 0.110 0.110

0.74 497 1570.74 --- --- --- --- 0.00 --- --- --- --- 0.110 0.110

0.80 655 1570.80 --- --- --- --- 0.00 --- --- --- --- 0.110 0.110

0.87 812 1570.87 --- --- --- --- 0.00 --- --- --- --- 0.110 0.110

0.93 969 1570.93 --- --- --- --- 0.00 --- --- --- --- 0.110 0.110

1.00 1,127 1571.00 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.07 1,284 1571.07 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.13 1,441 1571.13 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.20 1,599 1571.20 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.26 1,756 1571.26 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.33 1,913 1571.33 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.40 2,214 1571.40 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.46 2,516 1571.46 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.53 2,817 1571.53 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111

1.60 3,118 1571.60 --- --- --- --- 0.00 --- --- --- --- 0.111 0.111 Continues on next page...
i
4206
5 Infiltration Chamber
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

1.66 3,420 1571.67 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

1.73 3,721 1571.73 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

1.80 4,022 1571.80 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

1.87 4,324 1571.87 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

1.93 4,625 1571.93 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

2.00 4,926 1572.00 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

2.07 5,217 1572.07 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

2.13 5,507 1572.13 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

2.20 5,797 1572.20 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

2.27 6,088 1572.27 --- --- --- --- 0.00 --- --- --- --- 0.112 0.112

2.34 6,378 1572.33 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.40 6,668 1572.40 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.47 6,959 1572.47 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.54 7,249 1572.54 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.60 7,539 1572.60 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.67 7,830 1572.67 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.74 8,104 1572.74 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.80 8,378 1572.80 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.87 8,652 1572.87 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

2.94 8,925 1572.94 --- --- --- --- 0.00 --- --- --- --- 0.113 0.113

3.01 9,199 1573.01 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.07 9,473 1573.07 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.14 9,747 1573.14 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.21 10,021 1573.21 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.27 10,295 1573.27 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.34 10,569 1573.34 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.41 10,818 1573.41 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.47 11,067 1573.47 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.54 11,316 1573.54 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.61 11,565 1573.61 --- --- --- --- 0.00 --- --- --- --- 0.114 0.114

3.68 11,815 1573.68 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

3.74 12,064 1573.74 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

3.81 12,313 1573.81 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

3.88 12,562 1573.88 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

3.94 12,811 1573.94 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

4.01 13,060 1574.01 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

4.08 13,265 1574.08 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

4.14 13,470 1574.14 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

4.21 13,675 1574.21 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

4.28 13,880 1574.28 --- --- --- --- 0.00 --- --- --- --- 0.115 0.115

4.35 14,085 1574.34 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.41 14,291 1574.41 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.48 14,496 1574.48 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.55 14,701 1574.55 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.61 14,906 1574.61 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.68 15,111 1574.68 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.75 15,253 1574.74 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.81 15,395 1574.81 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.88 15,536 1574.88 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

4.94 15,678 1574.94 --- --- --- --- 0.00 --- --- --- --- 0.116 0.116

5.01 15,820 1575.01 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.07 15,962 1575.07 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.14 16,103 1575.14 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.20 16,245 1575.20 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.27 16,387 1575.27 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.33 16,529 1575.35 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.40 16,665 1575.42 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.46 16,801 1575.48 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.53 16,937 1575.55 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.60 17,073 1575.62 --- --- --- --- 0.00 --- --- --- --- 0.117 0.117

5.66 17,209 1575.69 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

5.73 17,345 1575.75 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

5.80 17,481 1575.82 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

5.87 17,617 1575.89 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

5.93 17,753 1575.95 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

6.00 17,889 1576.00 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

6.07 17,889 1576.07 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

6.13 17,889 1576.13 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

6.20 17,889 1576.20 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

6.27 17,889 1576.27 --- --- --- --- 0.00 --- --- --- --- 0.118 0.118

6.34 17,889 1576.33 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.40 17,889 1576.40 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119 Continues on next page...
ii 4207
6 Infiltration Chamber
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

6.47 17,890 1576.47 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.54 17,890 1576.54 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.60 17,890 1576.60 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.67 17,890 1576.67 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.74 17,890 1576.74 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.80 17,890 1576.80 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.87 17,890 1576.87 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

6.94 17,890 1576.94 --- --- --- --- 0.00 --- --- --- --- 0.119 0.119

7.01 17,891 1577.01 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.07 17,891 1577.07 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.14 17,891 1577.14 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.21 17,891 1577.21 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.27 17,891 1577.27 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.34 17,891 1577.34 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.41 17,891 1577.41 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.47 17,891 1577.47 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.54 17,891 1577.54 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.61 17,891 1577.61 --- --- --- --- 0.00 --- --- --- --- 0.120 0.120

7.68 17,892 1577.68 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

7.74 17,892 1577.74 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

7.81 17,892 1577.81 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

7.88 17,892 1577.88 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

7.94 17,892 1577.94 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

8.01 17,892 1578.01 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

8.08 17,892 1578.08 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

8.14 17,892 1578.14 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

8.21 17,892 1578.21 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

8.28 17,892 1578.28 --- --- --- --- 0.00 --- --- --- --- 0.121 0.121

8.35 17,893 1578.34 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.41 17,893 1578.41 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.48 17,893 1578.48 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.55 17,893 1578.55 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.61 17,893 1578.61 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.68 17,893 1578.68 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.71 17,893 1578.71 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.74 17,893 1578.74 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.78 17,893 1578.78 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.81 17,893 1578.81 --- --- --- --- 0.00 --- --- --- --- 0.122 0.122

8.84 17,894 1578.84 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

8.87 17,894 1578.87 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

8.90 17,894 1578.90 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

8.94 17,894 1578.94 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

8.97 17,894 1578.97 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

9.00 17,894 1579.00 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

9.02 17,894 1579.03 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

9.05 17,894 1579.05 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

9.07 17,894 1579.07 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

9.10 17,894 1579.10 --- --- --- --- 0.00 --- --- --- --- 0.123 0.123

9.12 17,895 1579.13 --- --- --- --- 0.00 --- --- --- --- 0.124 0.124

9.15 17,895 1579.15 --- --- --- --- 0.00 --- --- --- --- 0.124 0.124

9.17 17,895 1579.18 --- --- --- --- 0.00 --- --- --- --- 0.124 0.124

9.20 17,895 1579.20 --- --- --- --- 0.00 --- --- --- --- 0.124 0.124

9.22 17,895 1579.22 --- --- --- --- 0.00 --- --- --- --- 0.124 0.124

9.25 17,895 1579.25 --- --- --- --- 0.00 --- --- --- --- 0.124 0.124

9.27 17,895 1579.28 --- --- --- --- 0.00 --- --- --- --- --- 0.000

9.30 17,895 1579.30 --- --- --- --- 0.00 --- --- --- --- --- 0.000

9.32 17,895 1579.32 --- --- --- --- 0.00 --- --- --- --- --- 0.000

9.35 17,895 1579.35 --- --- --- --- 0.00 --- --- --- --- --- 0.000

9.37 17,896 1579.38 --- --- --- --- 0.00 --- --- --- --- --- 0.000

9.40 17,896 1579.40 --- --- --- --- 0.00 --- --- --- --- --- 0.000

9.42 17,896 1579.43 --- --- --- --- 0.00 --- --- --- --- --- 0.000

9.45 17,896 1579.45 --- --- --- --- 0.01 --- --- --- --- --- 0.010

9.47 17,896 1579.47 --- --- --- --- 0.07 --- --- --- --- --- 0.066

9.50 17,896 1579.50 --- --- --- --- 0.15 --- --- --- --- --- 0.147

9.52 17,896 1579.53 --- --- --- --- 0.25 --- --- --- --- --- 0.248

9.55 17,896 1579.55 --- --- --- --- 0.36 --- --- --- --- --- 0.365

9.57 17,896 1579.57 --- --- --- --- 0.50 --- --- --- --- --- 0.496

9.60 17,896 1579.60 --- --- --- --- 0.64 --- --- --- --- --- 0.640

9.62 17,897 1579.63 --- --- --- --- 0.80 --- --- --- --- --- 0.795

9.65 17,897 1579.65 --- --- --- --- 0.96 --- --- --- --- --- 0.962

9.67 17,897 1579.68 --- --- --- --- 1.14 --- --- --- --- --- 1.139

9.70 17,897 1579.70 --- --- --- --- 1.32 --- --- --- --- --- 1.324 Continues on next page...
iii
4208
7 Infiltration Chamber
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

9.72 17,897 1579.72 --- --- --- --- 1.52 --- --- --- --- --- 1.520

9.75 17,897 1579.75 --- --- --- --- 1.72 --- --- --- --- --- 1.725

9.77 17,897 1579.78 --- --- --- --- 1.94 --- --- --- --- --- 1.938

9.80 17,897 1579.80 --- --- --- --- 2.16 --- --- --- --- --- 2.159

9.82 17,897 1579.82 --- --- --- --- 2.39 --- --- --- --- --- 2.387

9.85 17,897 1579.85 --- --- --- --- 2.62 --- --- --- --- --- 2.623

9.87 17,898 1579.88 --- --- --- --- 2.87 --- --- --- --- --- 2.867

9.90 17,898 1579.90 --- --- --- --- 3.12 --- --- --- --- --- 3.118

9.92 17,898 1579.93 --- --- --- --- 3.38 --- --- --- --- --- 3.375

9.95 17,898 1579.95 --- --- --- --- 3.64 --- --- --- --- --- 3.639

9.97 17,898 1579.97 --- --- --- --- 3.91 --- --- --- --- --- 3.910

10.00 17,898 1580.00 --- --- --- --- 4.19 --- --- --- --- --- 4.187 ...End
iv 4209
Hydrograph Summary Report
1 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Manual 0.820 5 790 21,777 ------ ------ ------ Proposed 2 Reservoir 0.115 5 970 21,774 1 1574.26 13,825 Outflow 24-077 Hydraflow 2024-07-19.gpw Return Period: 10 Year Friday, 07 / 19 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 4210
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 07 / 19 / 2024 Hyd. No. 1
Proposed
Hydrograph type = Manual Peak discharge = 0.820 cfs
Storm frequency = 10 yrs Time to peak = 790 min
Time interval = 5 min Hyd. volume = 21,777 cuft
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00
Q (cfs)
Time (min)
Proposed
Hyd. No. 1 -- 10 Year
Hyd No. 1
4211
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 07 / 19 / 2024 Hyd. No. 2
Outflow
Hydrograph type = Reservoir Peak discharge = 0.115 cfs
Storm frequency = 10 yrs Time to peak = 970 min
Time interval = 5 min Hyd. volume = 21,774 cuft
Inflow hyd. No. = 1 - Proposed Max. Elevation = 1574.26 ft Reservoir name = Infiltration Chamber Max. Storage = 13,825 cuft Storage Indication method used.
3 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 3300 3600 Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00
Q (cfs)
Time (min)
Outflow
Hyd. No. 2 -- 10 Year
Hyd No. 2 Hyd No. 1 Total storage used = 13,825 cuft
4212
Hydrograph Summary Report
8 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Manual 1.220 5 790 32,241 ------ ------ ------ Proposed 2 Reservoir 0.999 5 850 32,238 1 1579.66 17,897 Outflow 24-077 Hydraflow 2024-07-19.gpw Return Period: 100 Year Friday, 07 / 19 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 4 4213
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 07 / 19 / 2024 Hyd. No. 1
Proposed
Hydrograph type = Manual Peak discharge = 1.220 cfs
Storm frequency = 100 yrs Time to peak = 790 min
Time interval = 5 min Hyd. volume = 32,241 cuft
9 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00
Q (cfs)
Time (min)
Proposed
Hyd. No. 1 -- 100 Year
Hyd No. 1
5 4214
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 07 / 19 / 2024 Hyd. No. 2
Outflow
Hydrograph type = Reservoir Peak discharge = 0.999 cfs
Storm frequency = 100 yrs Time to peak = 850 min
Time interval = 5 min Hyd. volume = 32,238 cuft
Inflow hyd. No. = 1 - Proposed Max. Elevation = 1579.66 ft Reservoir name = Infiltration Chamber Max. Storage = 17,897 cuft Storage Indication method used.
10 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 3300 3600 3900 4200 Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00
Q (cfs)
Time (min)
Outflow
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1 Total storage used = 17,897 cuft
6 4215
Hydraflow Table of Contents 24-077 Hydraflow 2024-07-19.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Friday, 07 / 19 / 2024 10 - Year
Summary Report......................................................................................................................... 1 Hydrograph Reports................................................................................................................... 2 Hydrograph No. 1, Manual, Proposed...................................................................................... 2 Hydrograph No. 2, Reservoir, Outflow...................................................................................... 3 Pond Report - Infiltration Chamber...................................................................................... 4 100 - Year
Summary Report......................................................................................................................... 8 Hydrograph Reports................................................................................................................... 9 Hydrograph No. 1, Manual, Proposed...................................................................................... 9 Hydrograph No. 2, Reservoir, Outflow.................................................................................... 10 Pond Report - Infiltration Chamber...................................................................................................... i 5 4
5 6
4216

CARLSBAD
CLOVIS
IRVINE

LOS ANGELES

PALM SPRINGS

POINT RICHMOND

RIVERSIDE

ROSEVILLE

SAN LUIS OBISPO
3210 El Camino Real, Suite 100, Irvine, California 92602 949-553-0666 www.lsa.net

MEMORANDUM
DATE: February 28, 2025
TO: Cherry Miao, Public Storage
FROM: J.T. Stephens, Executive Vice President
Moe Abushanab, Noise Engineer
SUBJECT: Draft Noise and Vibration Impact Analysis: Proposed Public Storage Moreno Valley Project in the City of Moreno Valley, California

INTRODUCTION AND PROJECT DESCRIPTION
This noise and vibration impact analysis has been prepared to evaluate the potential impacts associated with the proposed Public Storage Moreno Valley Project (project) in Moreno Valley, California. This report is intended to satisfy the City of Moreno Valley’s (City) requirement for a project-specific noise and vibration impact analysis and examines the impacts of the proposed project to the existing noise-sensitive uses adjacent to the project site. To properly account for the impacts associated with the proposed project, existing noise levels are assessed based on noise measurement data gathered in the vicinity of the project site (from August 21 to August 22, 2024) and project-related noise and vibration levels generated are based on estimated construction equipment. Traffic volumes from the Transportation Analysis for the Public Storage Moreno Valley Project1 and additional stationary sources on the project site were also evaluated.

Location and Description
The 3-acre project site (Assessor Parcel Number 482-190-022) is located along Indian Street, north of Alessandro Boulevard in the City of Moreno Valley. The project site is currently undeveloped and generally flat. Vehicular access to the project site is provided via an existing driveway along Indian Street that is shared with commercial uses to the south of the site.

The project site is bounded by self-storage uses to the north, residential uses to the east, commercial uses (gasoline station and auto parts store) to the south, and Indian Street and commercial/retail uses to the west. Regional access to the project site is provided by Indian Street and Alessandro Boulevard, which are located to the west and south of the project site, respectively.

State Route 60 (SR-60) is located approximately 1.5 miles north of the project site, and Interstate 215 (I-215) is located approximately 3 miles west of the project site. As described above, local access to the project site is provided via Indian Street.
1 LSA. 2024.Trip Generation and Vehicle Miles Traveled Analysis for the Public Storage Moreno Valley Project. October

30. 4217
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 2 The proposed project includes development of a 132,003 square-foot, three-story, self-storage building, twelve passenger vehicle parking spaces, six bicycle parking spaces, and 52 recreational vehicle (RV) parking spaces. The proposed project includes up to two employees per shift to operate the facility.2 Office hours would be 9:00 a.m. to 6:00 p.m. Customer access hours would be 6:00 a.m.- 9:00 p.m. Figure 1 shows the project location, and Figure 2 provides an overview of the proposed site plan (all figures are provided in Attachment A).

Construction hours would conform to City standards. Grading activities would be limited to between the hours of 7:00 a.m. and 7:00 p.m. Monday through Friday and between the hours of 8:00 a.m. and 4:00 p.m. on Saturday in accordance with Moreno Valley Municipal Code Section 8.21.050(O).

The operation of any tools or equipment used in construction, drilling, repair, alteration or demolition work, would be limited to between the hours of 7:00 a.m. and 8:00 p.m. every day in accordance with Moreno Valley Municipal Code Section 11.80.030(D)(7)3 .

Sensitive Land Uses in the Project Vicinity
Certain land uses are considered more sensitive to noise than others are. Examples of these include residential areas, educational facilities, hospitals, childcare facilities, and senior housing. Land uses adjacent to the project site include the following:
• North: Existing self-storage uses.
• East: Existing residential uses.
• South: Existing commercial uses (gasoline station and auto parts store). • West: Existing commercial/retail uses opposite Indian Street.

The nearest sensitive receptors are:
• East: Existing single-family residences adjacent to project site.

METHODOLOGY
The evaluation of noise impacts associated with the proposed project includes the following:
• A determination of the short-term construction noise and vibration levels at off-site noisesensitive uses and comparison to the City’s General Plan and Municipal Code Ordinance requirements;
• A determination of the long-term noise levels at off-site noise-sensitive uses and comparison of those levels to the City’s pertinent noise standards; and • If necessary, a determination of required mitigation measures, such as noise barriers, to reduce long-term noise impacts from all sources.
2 Assumes up to two shifts per day. 3 City of Moreno Valley. 2024. Municipal Code. 4218
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CHARACTERISTICS OF SOUND
Noise is usually defined as unwanted sound. Noise consists of any sound that may produce physiological or psychological damage and/or interfere with communication, work, rest, recreation, and sleep.

To the human ear, sound has two significant characteristics: pitch and loudness. Pitch is generally an annoyance, while loudness can affect the ability to hear. Pitch is the number of complete vibrations, or cycles per second, of a wave, resulting in the tone’s range from high to low. Loudness is the strength of a sound that describes a noisy or quiet environment and is measured by the amplitude of the sound wave. Loudness is determined by the intensity of the sound waves combined with the reception characteristics of the human ear. Sound intensity refers to how hard the sound wave strikes an object, which in turn produces the sound’s effect. This characteristic of sound can be precisely measured with instruments. The analysis of a project defines the noise environment of the project area in terms of sound intensity and its effect on adjacent sensitive land uses.

Measurement of Sound
Sound intensity is measured through the A-weighted scale to correct for the relative frequency response of the human ear. That is, an A-weighted noise level de-emphasizes low and very high frequencies of sound similar to the human ear’s de-emphasis of these frequencies. Unlike linear units (e.g., inches or pounds), decibels are measured on a logarithmic scale representing points on a sharply rising curve.

For example, 10 decibels (dB) is 10 times more intense than 1 dB, 20 dB is 100 times more intense than 1 dB, and 30 dB is 1,000 times more intense than 1 dB. Thirty decibels (30 dB) represent 1,000 times as much acoustic energy as 1 dB. The decibel scale increases as the square of the change, representing the sound pressure energy. A sound as soft as human breathing is about 10 times greater than 0 dB. The decibel system of measuring sound gives a rough connection between the physical intensity of sound and its perceived loudness to the human ear. A 10 dB increase in sound level is perceived by the human ear as only a doubling of the loudness of the sound. Ambient sounds generally range from 30 dB (very quiet) to 100 dB (very loud).

Sound levels are generated from a source, and their decibel level decreases as the distance from that source increases. Sound dissipates exponentially with distance from the noise source. For a single-point source, sound levels decrease approximately 6 dB for each doubling of distance from the source. This drop-off rate is appropriate for noise generated by stationary equipment. If noise is produced by a line source (e.g., highway traffic or railroad operations), the sound decreases 3 dB for each doubling of distance in a hard site environment. Similarly, line sources with intervening absorptive vegetation or line sources that are located at a great distance to the receptor would decrease 4.5 dB for each doubling of distance.

There are many ways to rate noise for various time periods, but an appropriate rating of ambient noise affecting humans also accounts for the annoying effects of sound. The equivalent continuous sound level (Leq) is the total sound energy of time-varying noise over a sample period. However, the predominant rating scales for human communities in the State of California are the Leq and Community Noise Equivalent Level (CNEL) or the day-night average noise level (Ldn) based on 4219
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 4 A-weighted decibels (dBA). CNEL is the time-varying noise over a 24-hour period, with a 5 dBA weighting factor applied to the hourly Leq for noises occurring from 7:00 p.m. to 10:00 p.m. (defined as relaxation hours) and a 10 dBA weighting factor applied to noises occurring from 10:00 p.m. to 7:00 a.m. (defined as sleeping hours). Ldn is similar to the CNEL scale but without the adjustment for events occurring during the evening hours. CNEL and Ldn are within 1 dBA of each other and are normally interchangeable. The City uses the CNEL noise scale for long-term noise impact assessment.

Other noise rating scales of importance when assessing the annoyance factor include the maximum instantaneous noise level (Lmax), which is the highest exponential time-averaged sound level that occurs during a stated time period. The noise environments discussed in this analysis for short-term noise impacts are specified in terms of maximum levels denoted by Lmax, which reflects peak operating conditions and addresses the annoying aspects of intermittent noise. Lmax is often used together with another noise scale or noise standards in terms of percentile noise levels in noise ordinances for enforcement purposes. For example, the L10 noise level represents the noise level exceeded 10 percent of the time during a stated period. The L50 noise level represents the median noise level (i.e., half the time the noise level exceeds this level, and half the time it is less than this level). The L90 noise level represents the noise level exceeded 90 percent of the time and is considered the background noise level during a monitoring period. For a relatively constant noise source, the Leq and L50 are approximately the same.

Noise impacts can be described in three categories. The first category is audible impacts, which refers to increases in noise levels noticeable to humans. Audible increases in noise levels generally refer to a change of 3 dB or greater because this level has been found to be barely perceptible in exterior environments. The second category, potentially audible, refers to a change in the noise level between 1 and 3 dB. This range of noise levels has been found to be noticeable only in laboratory environments. The last category is changes in noise levels of less than 1 dB, which are inaudible to the human ear. Only audible changes in existing ambient or background noise levels are considered potentially significant.

Physiological Effects of Noise
Physical damage to human hearing begins at prolonged exposure to noise levels higher than 85 dBA.

Exposure to high noise levels affects the entire system, with prolonged noise exposure in excess of 75 dBA increasing body tensions, thereby affecting blood pressure and functions of the heart and the nervous system. In comparison, extended periods of noise exposure above 90 dBA would result in permanent cell damage. When the noise level reaches 120 dBA, a tickling sensation occurs in the human ear even with short-term exposure. This level of noise is called the threshold of feeling.

As the sound reaches 140 dBA, the tickling sensation is replaced by the feeling of pain in the ear.

This is called the threshold of pain. A sound level of 160–165 dBA will result in dizziness or loss of equilibrium. The ambient or background noise problem is widespread and generally more concentrated in urban areas than in outlying, less developed areas.

Table A lists full definitions of acoustical terms, and Table B shows common sound levels and their sources.
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3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 5 Table A: Definitions of Acoustical Terms
Term Definitions
Decibel, dB A unit of level that denotes the ratio between two quantities proportional to power; the number of decibels is 10 times the logarithm (to the base 10) of this ratio.

Frequency, Hz Of a function periodic in time, the number of times that the quantity repeats itself in 1 second (i.e., number of cycles per second).

A-Weighted Sound
Level, dBA
The sound level obtained by use of A-weighting. The A-weighting filter deemphasizes the very low and very high frequency components of the sound in a manner similar to the frequency response of the human ear and correlates well with subjective reactions to noise. All sound levels in this assessment are A-weighted, unless reported otherwise.

L01, L10, L50, L90 The fast A-weighted noise levels equaled or exceeded by a fluctuating sound level for 1 percent, 10 percent, 50 percent, and 90 percent of a stated time period.

Equivalent Continuous
Noise Level, Leq
The level of a steady sound that, in a stated time period and at a stated location, has the same A-weighted sound energy as the time varying sound.

Community Noise
Equivalent Level, CNEL
The 24-hour A-weighted average sound level from midnight to midnight, obtained after the addition of 5 dB to sound levels occurring in the evening from 7:00 p.m. to 10:00 p.m. and after the addition of 10 dB to sound levels occurring in the night between 10:00 p.m. and 7:00 a.m.

Day/Night Noise Level,
Ldn
The 24-hour A-weighted average sound level from midnight to midnight, obtained after the addition of 10 dB to sound levels occurring in the night between 10:00 p.m. and 7:00 a.m.

Lmax, Lmin The maximum and minimum A-weighted sound levels measured on a sound level meter, during a designated time interval, using fast time averaging.

Ambient Noise Level The all-encompassing noise associated with a given environment at a specified time, usually a composite of sound from many sources at many directions, near and far; no particular sound is dominant.

Intrusive The noise that intrudes over and above the existing ambient noise at a given location. The relative intrusiveness of a sound depends upon its amplitude, duration, frequency, and time of occurrence and tonal or informational content, as well as the prevailing ambient noise level.

Sources: Technical Noise Supplement (Caltrans 2013) and Transit Noise and Vibration Impact Assessment Manual (FTA 2018).

Caltrans = California Department of Transportation
FTA = Federal Transit Administration
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3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 6 Table B: Common Sound Levels and Noise Sources
Source: LSA (2016).

CHARACTERISTICS OF VIBRATION
Vibration refers to ground-borne noise and perceptible motion. Ground-borne vibration is almost exclusively a concern inside buildings and is rarely perceived as a problem outdoors, where the motion may not be discernible. Typically, there is more adverse reaction to effects associated with the shaking of a building. Vibration energy propagates from a source through intervening soil and rock layers to the foundations of nearby buildings. The vibration then propagates from the foundation throughout the remainder of the structure. Building vibration may be perceived by occupants as the motion of building surfaces, the rattling of items on shelves or hanging on walls, or a low-frequency rumbling noise. The rumbling noise is caused by the vibration of walls, floors, and ceilings that radiate sound waves.

Typical sources of ground-borne vibration are construction activities (e.g., blasting, pile driving, and operating heavy-duty earthmoving equipment), steel-wheeled trains, and occasional traffic on rough 4222
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 7 roads. Problems with both ground-borne vibration and noise from these sources are usually localized to areas within approximately 100 feet (ft) of the vibration source, although there are examples of ground-borne vibration causing interference out to distances greater than 200 ft (FTA 2018).
2 When roadways are smooth, vibration from traffic, even heavy trucks, is rarely perceptible.

It is assumed for most projects that the roadway surface will be smooth enough that ground-borne vibration from street traffic will not exceed the impact criteria; however, the construction of the project could result in ground-borne vibration that may be perceptible.

Ground-borne vibration has the potential to damage buildings. Although it is very rare for typical construction activities to cause even cosmetic building damage, it is not uncommon for construction processes such as blasting and pile driving to cause vibration of sufficient amplitudes to damage nearby buildings (FTA 2018).
3 Ground-borne vibration that may resulting in damage is usually measured in terms of peak particle velocity (PPV).

APPLICABLE NOISE STANDARDS
The applicable noise standards governing the project site include the criteria in the City’s Noise Element of the General Plan (Safety Element4
) and the City of Moreno Valley Municipal Code.

City of Moreno Valley
Noise Element of the General Plan
The objectives and associated policies in the City’s General Plan Safety Element are designed to provide noise compatible land use relationships by establishing noise standards utilized for design and siting purposes and minimize noise impacts from significant noise generators. The following objectives and policies are applicable to the proposed project:

Objective 6.4: Review noise issues during the planning process and require noise attenuation measures to minimize acoustic impacts to existing and future surrounding land uses. • Policy 6.4.1: Site, landscape and architectural design features shall be encouraged to mitigate noise impacts for new developments, with a preference for noise barriers that avoid freeway sound barrier walls
Objective 6.5: Minimize noise impacts from significant noise generators such as, but not limited to, motor vehicles, trains, aircraft, commercial, industrial, construction, and other activities. • Policy 6.5.1: New commercial and industrial activities (including the placement of mechanical equipment) shall be evaluated and designed to mitigate noise impacts on adjacent uses. 3 Federal Transit Administration (FTA). 2018. Transit Noise and Vibration Impact Assessment Manual – FTA Report No. .0123. September. 4 City of Moreno Valley. 2006. General Plan Safety Element. July. 4223
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 8 • Policy 6.5.2: Construction activities shall be operated in a manner that limits noise impacts on surrounding uses.

City of Moreno Valley Municipal Code
Section 8.14.040(E) states that grading and equipment operations shall only be completed between the hours of 7:00 a.m. to 7:00 p.m. Monday through Friday, excluding holidays and from 8:00 a.m. to 4:00 p.m. on Saturday.

Section 11.80.030(C) of the City’s Municipal Code establishes limits on non-impulsive noise where no person shall maintain, create, operate, or cause noise on private property to not exceed the noise standards shown in Table C for the source land use category when measured at a distance of 200 ft from the property line of the source of the noise, if the noise occurs on privately owned property, or from the source of the sound, if the sound occurs on public right-of-way, public space or other publicly owned property. Noise levels that exceed the noise standards in Table C shall be deemed to be a noise disturbance.

Table C: Maximum Sound Levels for Source Land Uses
Residential Commercial
Daytime1 Nighttime2 Daytime1 Nighttime2
60 dBA3 55 dBA3 65 dBA3 60 dBA3
Source: Section 11.80.030(C) of the City of Moreno Valley Municipal Code. 1 Daytime means 8:00 a.m. to 10:00 p.m. 2 Nighttime means 10:01 p.m. to 7:59 a.m. 3 Noise level standard when measured at a distance of 200 ft from the property line of the source of the noise. dBA = A-weighted decibels
Section 11.80.030(D)(7) of the City’s Municipal Code limits construction and demolition activities to between the hours of 7:00 a.m. and 8:00 p.m. every day. No person shall operate or allow the operation of any tools or equipment used in construction, drilling, repair, or alteration or demolition work outside of these hours to prevent noise disturbances.

Section 9.10.170 of the Municipal Code prohibits vibration that can be felt at or beyond the property line. However, construction activity is exempt from Section 9.10.170 pursuant to Section 9.10.030, which states temporary construction, maintenance, or demolition activities between the hours of 7:00 a.m. and 7:00 p.m. are exempt from the provisions of Chapter 9.10 (Performance Standards) of the City Municipal Code.

Federal Transit Administration
Although the City does not have daytime construction noise level limits for activities that occur within the specified hours of Section 11.80.030(D)(7), to determine potential CEQA noise impacts, construction noise was assessed using criteria from the Federal Transit Administration’s (FTA) 4224
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 9 Transit Noise and Vibration Impact Assessment Manual (FTA 2018) (FTA Manual). 3 Table F shows the
FTA’s Detailed Assessment Construction Noise Criteria based on the composite noise levels per construction phase.

Table D: Detailed Assessment Daytime Construction Noise Criteria Land Use Daytime 1-hour Leq (dBA)
Residential 80
Commercial 85
Industrial 90
Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). dBA = A-weighted decibels
Leq = equivalent continuous sound level

APPLICABLE VIBRATION STANDARDS
The following information provides standards to which potential vibration impacts will be compared.

Federal Transit Administration
Vibration standards included in the FTA’s Transit Noise and Vibration Impact Assessment Manual (2018) (FTA Manual) are used in this analysis for ground-borne vibration impacts on human annoyance. Table E provides the criteria for assessing the potential for interference or annoyance from vibration levels in a building.

Table E: Criteria for Potential Vibration Annoyance
Land Use Max Lv (VdB)1 Description of Use
Workshop 90 Distinctly feelable vibration. Appropriate to workshops and non-sensitive areas.

Office 84 Feelable vibration. Appropriate to offices and non-sensitive areas.

Residential Day 78 Feelable vibration. Appropriate for computer equipment and low-power optical microscopes (up to 20X).

Residential Night and
Operating Rooms
72 Vibration not feelable, but ground-borne noise may be audible inside quiet rooms. Suitable for medium-power microscopes (100X) and other equipment of low sensitivity.

Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). 1 As measured in 1/3-octave bands of frequency over the frequency range 8 to 80 Hz.

FTA = Federal Transit Administration
Hz = hertz
LV = velocity in decibels
Max = maximum
VdB = vibration velocity decibels
The criteria for environmental impacts resulting from ground-borne vibration are based on the maximum levels for a single event. The City’s Municipal Code does not include specific criteria for assessing vibration impacts associated with damage. Therefore, for the purpose of determining the 3 Federal Transit Administration (FTA). 2018. Transit Noise and Vibration Impact Assessment Manual – FTA Report No. .0123. September.
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3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 10 significance of vibration impacts experienced at sensitive uses surrounding the project site, the guidelines within the FTA Manual have been used to determine vibration impacts (refer to Table F, below).

Table F: Construction Vibration Damage Criteria
Building Category PPV (in/sec)
Reinforced concrete, steel, or timber (no plaster) 0.50 Engineered concrete and masonry (no plaster) 0.30
Non-engineered timber and masonry buildings 0.20
Buildings extremely susceptible to vibration damage 0.12 Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). in/sec = inches per second PPV = peak particle velocity The FTA Manual guidelines show that a vibration level of up to 0.2 inches per second (in/sec) in PPV is considered safe for non-engineered timber and masonry buildings, which are the types of buildings located on properties adjacent to the project site. Accordingly, the 0.2 in/sec PPV threshold was used to evaluate vibration impacts at the nearest structures to the site.

THRESHOLDS OF SIGNIFICANCE
Based on Guidelines for the Implementation of the California Environmental Quality Act (CEQA), Appendix G, Public Resources Code, Sections 15000–15387, a project will normally have a significant effect on the environment related to noise if it will substantially increase the ambient noise levels for adjoining areas or conflict with adopted environmental plans and the goals of the community in which it is located.

The State CEQA Guidelines indicate that a project would have a significant impact on noise if it would result in:
• Generation of a substantial temporary or permanent increase in ambient noise levels in the vicinity of the project in excess of standards established in the local general plan or noise ordinance, or applicable standards of other agencies;
• Generation of excessive ground-borne vibration or ground-borne noise levels; or • For a project located within the vicinity of a private airstrip or an airport land use plan or, where such a plan has not been adopted, within 2 miles of a public airport or public use airport, expose people residing or working in the project area to excessive noise levels.

OVERVIEW OF THE EXISTING NOISE ENVIRONMENT
The primary existing noise sources in the vicinity of the project site are transportation facilities, including Indian Street and Alessandro Boulevard. In addition, periodic noise from nearby commercial uses such as the Food 4 Less Gas Station and Auto Zone is audible at the project site. 4226
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 11 In order to assess the existing noise conditions in the area, long-term noise measurements were conducted in the vicinity of the project site. Two long-term, 24-hour measurements were taken from August 21 to August 22, 2024. The locations of the noise measurements are shown on Figure 3, and the results are summarized in Table G. Noise measurement data are provided in Attachment B of this analysis.

AIRCRAFT NOISE
Airport-related noise levels are primarily associated with aircraft engine noise made while aircraft are taking off, landing, or running their engines while still on the ground. The closest airport to the project site is March Air Reserve Base located approximately 2 miles southwest of the project site.

Based on the Riverside County Airport Land Use Compatibility Plan (Riverside County, November 2014) the project site is located outside of the 60 dBA CNEL noise contour of the airport. Because the project site is not located within the 60 dBA CNEL noise contour, no further analysis associated with aircraft noise impacts is necessary. Additionally, there are no helipads or private airstrips within 2 miles of the project site.

Table G: Existing Noise Level Measurements
Location
Number Location Description
Daytime
Noise
Levels1
(dBA Leq)
Evening
Noise
Levels2
(dBA Leq)
Nighttime
Noise
Levels3
(dBA Leq)
Average
Daily Noise
Levels
(dBA CNEL)
Primary Noise
Sources
LT-1
Southeastern corner of the
project site, behind Auto Zone,
approximately 275 ft away from
the Alessandro Boulevard
centerline and 390 ft away from
the Indian Street centerline.

49.8-58.4 50.9-55.0 42.1-51.8 56.8
Traffic noise from
Alessandro
Boulevard.

Operational noise
from Auto Zone.

LT-2
Eastern side of the Food 4 Less
Gas Station parking lot,
approximately 200 ft away from
the Indian Street centerline and
235 ft away from the Alessandro
Boulevard centerline.

59.3-63.6 57.3-60.3 49.2-57.9 63.4
Traffic noise from
Indian Street and
Alessandro
Boulevard.

Operational noise
from Food 4 Less
Gas Station and
Auto Zone.

Source: Compiled by LSA (2024). 1 Daytime Noise Levels = noise levels during the hours of 7:00 a.m. to 7:00 p.m. 2 Evening Noise Levels = noise levels during the hours of 7:00 p.m. to 10:00 p.m. 3 Nighttime Noise Levels = noise levels during the hours of 10:00 p.m. to 7:00 a.m.

CNEL = Community Noise Equivalent Level
dBA = A-weighted decibel(s)
ft = foot/feet
Leq = equivalent continuous sound level
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3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 12

PROJECT IMPACT ANALYSIS
The proposed project would result in short-term construction noise and vibration impacts and longterm mobile-source noise and vibration impacts as described below.

Short-Term Construction-Related Impact Analysis
Project construction would result in short-term noise and vibration. Maximum construction noise would be short-term, generally intermittent depending on the construction phase, and variable depending on receiver distance from the active construction zone. The duration of various types of construction noise and vibration would vary from 1 day to several weeks, depending on the phase of construction. The levels and types of impacts that may occur during construction are described below.

Construction Noise Analysis
Two types of short-term noise would occur during project construction, including: (1) equipment delivery and construction worker commutes; and (2) project construction operations.

The first type of short-term construction noise would result from the transport of construction equipment and materials to the project site and construction worker commutes. These transportation activities would incrementally raise noise levels on access roads leading to the site. It is expected that larger trucks used in equipment delivery would generate higher noise impacts than trucks associated with worker commutes. Although there would be a relatively high single-event noise-exposure potential causing intermittent noise nuisance, the effect on longer-term ambient noise levels would be small when compared to the existing average daily traffic (ADT) volume of approximately 7,400 on Indian Street (City of Moreno Valley Traffic Counts). During the overlap of the site preparation phase and grading phase, approximately 1,361 acoustically equivalent trips would occur during an average day from worker and delivery activities resulting in a traffic noise increase of approximately 0.7 dBA as shown in Appendix B. A noise level increase of less than 3 dBA would not be perceptible to the human ear in an outdoor environment. Therefore, short-term construction-related impacts associated with worker commutes and equipment transport to the project site would be less than significant.

The second type of short-term noise impact is related to noise generated during site preparation, grading, building construction, architectural coating, and paving on the project site. Construction is undertaken in discrete steps, each of which has its own mix of equipment and, consequently, its own noise characteristics. These various sequential phases would change the character of the noise generated on the project site. Therefore, the noise levels would vary as construction progresses.

Despite the variety in the type and size of construction equipment, similarities in the dominant noise sources and patterns of operation allow construction-related noise ranges to be categorized by work phase. Table H lists the maximum noise levels recommended for noise impact assessments for typical construction equipment based on a distance of 50 ft between the construction equipment and a noise receptor. Typical operating cycles for these types of construction equipment may involve 1–2 minutes of full-power operation followed by 3–4 minutes at lower power settings. 4228
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 13 Table H: Typical Construction Equipment Noise Levels
Equipment Description Acoustical Usage
Factor (%)
Maximum Noise Level
(Lmax) at 50 ft
Compressor 100 81
Concrete Mixer 40 85
Concrete Pump 40 85
Crane 16 83
Dozer 40 80
Forklift 20 75
Front [End] Loader 40 79
Generator 100 78
Grader 8 85
Scraper 40 88
Welder 40 74
Sources: Noise from Construction Equipment and Operations, Building Equipment, and Home Appliances (USEPA 1971); Roadway Construction Noise Model (FHWA 2006). ft = foot/feet
Lmax = maximum instantaneous sound level
In addition to the reference maximum noise level, the usage factor provided in Table H is utilized to calculate the hourly noise level impact for each piece of equipment based on the following equation:


 

 = + − 50 ( ) . . 10log( . .) 20log D Leq equip E L U F where: Leq (equip) = Leq at a receiver resulting from the operation of a single piece of equipment over a specified time period
E.L. = Noise emission level of the particular piece of equipment at a reference distance of 50 ft
U.F. = Usage factor that accounts for the fraction of time that the equipment is in use over the specified period of time
D = Distance from the receiver to the piece of equipment Each piece of construction equipment operates as an individual point source. Utilizing the following equation, a composite noise level can be calculated when multiple sources of noise operate simultaneously:

𝐿𝐿𝐿𝐿𝐿𝐿 (𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐 ) = 10 ∗ log10 ��10
𝐿𝐿𝐿𝐿
10 1
�
Table I shows the composite noise levels of one piece of equipment type for each construction phase at a distance of 50 ft from the construction area. Once composite noise levels are calculated, reference noise levels can then be adjusted for distance using the following equation:
4229
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 14 𝐿𝐿𝐿𝐿𝐿𝐿 (𝑎𝑎 𝑑𝑑 𝑑𝑑 𝑋𝑋) = 𝐿𝐿𝐿𝐿𝐿𝐿 (𝑎𝑎 50 𝑓𝑓 ) − 20 ∗ lo g10 � 𝑋𝑋
50�
In general, this equation shows that doubling the distance would decrease noise levels by 6 dBA, while halving the distance would increase noise levels by 6 dBA.

As presented below, Table I shows the construction phases, the expected duration of each phase, the equipment expected to be used during each phase, the composite noise levels of the equipment at 50 ft, the distance of the nearest sensitive receptor (single-family residence east of project site) from the average location of construction activities (a distance of 200 ft from the center of the project site to the façade of the home), and noise levels expected during each phase of construction.

These noise level projections do not take into account intervening topography or barriers.

Attachment C provides construction noise calculations.

Table I: Construction Noise Levels by Phase
Phase Duration
(days) Equipment
Composite
Noise Level at
50 ft (dBA Leq)
Distance to
Nearest
Sensitive
Receptor (ft)1
Noise Level at
Nearest
Receptor
(dBA Leq)
Site Preparation 15 1 grader, 1 scraper, 3 dozers, and
1 tractor
87 200 75
Grading 25 1 grader, 1 dozer, and 2 tractors,
and 1 excavator
86 200 74
Building
Construction
200 1 crane, 2 forklifts, 1 generator
set, 1 tractor, and 3 welders
84 200 72
Paving 15 1 cement and mortar mixer,
1 paver, 1 paving equipment,
2 rollers, and 1 tractor
86 200 74
Architectural
Coating
100 1 air compressor 74 200 62
Source: Compiled by LSA (2024). 1 Distances are from the average location of construction activity for each phase, assumed to be the center of the project site.

Residential uses to the east are 200 feet from the center of construction activity. Other buildings within the same development are further away and would be exposed to less noise.
dBA Leq = average A-weighted hourly noise level
ft = foot/feet
It is expected that average noise levels during construction at the nearest sensitive receptor, the single-family residence to the east, would approach 75 dBA Leq during the site preparation phase, which would occur for a duration of approximately 15 days. Average noise levels during other construction phases would range from 62 dBA Leq to 74 dBA Leq. These predicted noise levels would only occur when all construction equipment is operating simultaneously; therefore, these noise levels are assumed to be conservative in nature.

Although the project construction-related short-term noise levels have the potential to be higher than the ambient noise in the vicinity of the project site, construction noise would cease to occur once the project construction is completed. Furthermore, the construction-related noise levels would be below the 80 dBA Leq criteria established by FTA for residential uses. The project would be 4230
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 15 constructed in compliance with the requirements of the City’s Noise Ordinance, which states that construction activities shall only occur between the hours of 7:00 a.m. and 8:00 p.m. In addition to compliance with appropriate construction times, the following Standard Condition NOI-1 would implement measures during construction to reduce noise impacts to the greatest extent feasible and reduce project construction impacts to a less than significant impact.

Standard Condition NOI-1 Construction Noise. Prior to issuance of grading and building permits, the Project Applicant shall submit grading plans and building plans for review and approval by the Director the City of Moreno Valley Public Works Department, or designee. These plans shall include the following requirements for construction activities:
• Construction activities shall only occur between the hours of 7:00 a.m. and 8:00 p.m. No construction shall be permitted outside of these hours or on federal holidays.
• Construction contracts must specify that all construction equipment, fixed or mobile, shall be equipped with properly operating and maintained noise mufflers consistent with manufacturers’ standards.
• In order to maximize the distance between construction equipment staging areas and the sensitive noise receivers in the area, all equipment staging areas and material storage areas shall be placed as far from these receivers as possible.
• During construction, stationary construction equipment shall be placed so that emitted noise is directed away from sensitive receptors nearest the proposed project site.

Construction Vibration Human Annoyance Potential
As stated above, the existing single-family residence, located approximately 200 ft to the east from the center of the project site, is the nearest sensitive receptor and would experience vibration levels approaching 60 VdB based on the following equation:

LvdB (D) = LvdB (25 ft) - 30 Log (D/25)
Based on the standards provided in Table E, this level of ground-borne vibration is below the threshold of being distinctly perceptible, which is approximately 72 VdB for frequent events at uses where people sleep and would not exceed the FTA vibration threshold for human annoyance at the nearest sensitive use. Therefore, this level of ground-borne vibration would be less than significant for human annoyance. No mitigation is required.
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Ground-borne noise and vibration from construction activity would be low. Table J provides reference PPV values and vibration levels (in terms of VdB) from typical construction vibration sources at 25 ft. While there is currently limited information regarding vibration source levels specific to the equipment that would be used for the project, to provide a comparison of vibration levels expected for a project of this size, a large bulldozer would generate 0.089 PPV (in/sec) of ground-borne vibration when measured at 25 ft, based on the FTA Manual. As shown previously in Table F, it would take a minimum of 0.2 PPV (in/sec) to cause any potential building damage to non-engineered timber and masonry buildings.

Table J: Vibration Source Amplitudes for Construction Equipment Equipment Reference PPV/LV at 25 ft
PPV (in/sec) LV (VdB)1
Hoe Ram 0.089 87
Large Bulldozer 0.089 87
Caisson Drilling 0.089 87
Loaded Trucks 0.076 86
Jackhammer 0.035 79
Small Bulldozer 0.003 58
Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). 1 RMS VdB re 1 µin/sec. µin/sec = micro-inches per second
ft = foot/feet
FTA = Federal Transit Administration
in/sec = inches per second
LV = velocity in decibels
PPV = peak particle velocity
RMS = root-mean-square
VdB = vibration velocity in decibels
The distance to the nearest buildings for vibration impact analysis is measured between the nearest off-site buildings and the project construction boundary (assuming the construction equipment would only be used at or near the project setback line). The formula for vibration transmission is provided below:

PPVequip = PPVref x (25/D)1.5
The closest structures, which are associated with the self-storage uses to the north are approximately 5 ft from the project construction boundary. With the use of smaller equipment, such as a small bulldozer with a reference level of 0.003 PPV (in/sec), the structures at 5 ft could experience vibration levels of up to 0.034 PPV (in/sec) and not exceed the 0.2 in/sec threshold.

In the case of using larger equipment, such as a large bulldozer, the structures at 5 ft could result in vibration levels that exceed the 0.2 in/sec threshold and experience vibration levels of up to 0.995 PPV (in/sec). This vibration level exceeds the 0.2 in/sec PPV threshold, which could result in a potentially significant impact. The distance from large construction equipment with a reference vibration level of 0.089 in/sec PPV at 25 ft for which the 0.2 in/sec threshold would no longer be 4232
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 17 exceeded is 15 ft. Vibration levels at all other buildings would be lower. Therefore, construction would not result in any vibration damage, and impacts would be less than significant with the incorporation of Mitigation Measure NOI-1, as detailed below.

Mitigation Measure NOI-1 Construction Vibration Assessment. Due to the close proximity to surrounding structures, the City of Moreno Valley (City) Director of Community Development, or designee, shall verify prior to issuance of grading permits that the approved plans require that the construction contractor shall implement the following reduction measures during project construction activities to ensure that damage does not occur at surrounding structures:
• The first step in the Vibration Assessment should be a determination if any structures are within 15 feet of potential heavy construction activities. If is determined that no structures meet this criteria, no further effort is necessary.
• If heavy construction equipment is necessary, structures that are located within 15 feet of heavy construction activities and that have the potential to be affected by ground-borne
vibration should be identified. This task shall be conducted by a qualified structural engineer as approved by the City’s Director of Community Development, or designee.
• Once the construction equipment list finalized, a comparison of the proposed equipment to be used and the assumed
equipment vibration levels presented in Table 7-4 of the Federal Transit Administration’s (FTA) Noise and Vibration Impact Assessment Manual (FTA Report No. 0123) shall be completed.

If it is determined that the proposed equipment would generate lower vibration levels than assumed, further vibration
assessment would not be necessary. However, if levels would potentially exceed the City’s standard of 0.2 inch per second peak particle velocity (PPV), the Project Applicant shall develop a vibration monitoring and construction contingency plan for approval by the City Director of Community Development, or designee, to identify structures where monitoring would be conducted; set up a vibration monitoring schedule; define structure-specific vibration limits; and address the need to conduct photo, elevation, and crack surveys to document before and after construction conditions. Construction
contingencies would be identified for when vibration levels approached the limits.
• If a vibration monitoring and construction contingency plan is deemed necessary, monitoring of vibration during initial 4233
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 18 construction activities would be required. Monitoring results may indicate the need for more or less intensive measurements. • When vibration levels approach limits, suspend construction and implement contingencies as identified in the approved vibration monitoring and construction contingency plan to either lower vibration levels or secure the affected structures.

Long-Term Off-Site Traffic Noise Impact Analysis
In order to assess the potential traffic impacts related to the proposed project, LSA estimates that the proposed project would generate 216 daily trips. Based on the ADT data provided by the City of Moreno Valley (Traffic Counts5
), the ADT along Alessandro Boulevard and Indian Street in the vicinity of the project site is approximately 22,100 and 7,400, respectively, based on projections for the year 2005. While the existing ADT is likely higher, using 22,100 and 7,400 ADT as the existing traffic volume would be a conservative approach. The following equation was used to determine the potential impacts of the project:

Change in CNEL = 10 log10 [Ve+p/Vexisting]
Where: Vexisting = the existing daily volume
Ve+p = existing daily volumes plus project
Change in CNEL = the increase in noise level due to the project The results of the calculations show that an increase of less than 0.1 dBA CNEL is expected along Alessandro Boulevard and Indian Street. A noise level increase of less than 3 dBA would not be perceptible to the human ear; therefore, the traffic noise increases along Alessandro Boulevard and Indian Street resulting from the proposed project would be less than significant. No mitigation is required.

Long-Term Operational Noise Impact Analysis
Adjacent off-site land uses would be potentially exposed to stationary-source noise impacts from rooftop heating, ventilation, and air conditioning (HVAC) equipment and proposed truck loading and unloading activities. The potential noise impacts to off-site sensitive land uses from the proposed operations are discussed below. To provide a conservative analysis, it is assumed that within any given peak hour, 11 vehicles (assumed to be a mix of personal automobiles and pick-up trucks and an occasional heavy trucks) would maneuver to park near the loading area south of the proposed building. During non-peak hours, it is assumed 4 vehicles would unload per hour. 5 City of Moreno Valley. 2017. Traffic Counts.
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Noise levels generated by trucks would be similar to noise readings from truck loading and unloading activities, which generate a noise level of 75 dBA Leq at 20 ft based on measurements taken by LSA.6 During this process, noise levels are associated with the truck engine noise, air brakes, and backup alarms. These noise levels would occur for a period of approximately 5 minutes for each truck.

Heating, Ventilation, and Air Conditioning Equipment
The proposed project would include rooftop HVAC units atop the proposed building. The HVAC equipment could operate 24 hours per day and would generate sound power levels (Lw) of up to 87 dBA Lw or 72 dBA Leq at 5 ft, based on manufacturer data (Trane7 ). It is assumed that nine HVAC units
would be installed.

Operational Noise Impact Results
Tables K and L below show the results of the peak-hour daytime and off-peak hour nighttime operational noise assessment. The results indicated that operational noise levels would be below the daytime and nighttime hourly noise level standards or 60 dBA Leq and 55 dBA Leq, respectively, for residential uses. Additionally, the proposed 6 ft high wall along the eastern boundary of the project site and intervening RVs parked to the east of the loading area would further reduce projectgenerated noise levels. Therefore, operations of the proposed project would be less than significant.

No mitigation is required. Attachment D presents the operational noise source calculations.

Table K: Peak Hour Daytime Exterior Noise Level Impacts Receptor Direction
Existing Quietest
Daytime Noise Level
(dBA Leq)
Project-Generated
Noise Levels
(dBA Leq)
Potential
Operational Noise
Impact?1
Single-family residence East 49.8 56.0 No
Source: Compiled by LSA (2024). 1 A potential operational noise impact would occur if (1) the quietest daytime ambient hour is less than 60 dBA Leq and project noise impacts are greater than 60 dBA Leq, OR (2) the quietest daytime ambient hour is greater than 60 dBA Leq and project noise impacts are 5 dBA greater than the quietest daytime ambient hour. dBA = A-weighted decibels Leq = equivalent noise level
6 LSA. 2016. Operational Noise Impact Analysis for Richmond Wholesale Meat Distribution Center. 7 Trane. n.d. Fan Performance - Product Specifications RT-PRC023AU-EN. 4235
3/11/25 «P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx» 20 Table L: Off-Peak Hour Nighttime Exterior Noise Level Impacts Receptor Direction
Existing Quietest
Nighttime Noise
Level (dBA Leq)
Project-Generated
Noise Levels
(dBA Leq)
Potential
Operational Noise
Impact?1
Single-family residence East 42.1 52.4 No
Source: Compiled by LSA (2024). 1 A potential operational noise impact would occur if (1) the quietest daytime ambient hour is less than 55 dBA Leq and project noise impacts are greater than 55 dBA Leq, OR (2) the quietest daytime ambient hour is greater than 55 dBA Leq and project noise impacts are 5 dBA greater than the quietest daytime ambient hour. dBA = A-weighted decibels Leq = equivalent noise level
Long-Term Ground-Borne Noise and Vibration from Vehicular Traffic The proposed project would not generate vibration levels related to on-site operations. In addition, vibration levels generated from project-related traffic on the adjacent roadways are unusual for on-road vehicles because the rubber tires and suspension systems of on-road vehicles provide vibration isolation. Based on a reference vibration level of 0.076 in/sec PPV, structures more than 20 ft from the roadways that contain project trips would experience vibration levels below the most conservative standard of 0.12 in/sec PPV; therefore, vibration levels generated from project-related traffic on the adjacent roadways would be less than significant, and no mitigation measures are required.

Attachments: A: Figures
B: Noise Measurement Data
C: Construction Noise Calculations
D: Operational Noise Calculations
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ATTACHMENT A

FIGURES
4237
4238

S S S FDFD
FD
T
GATE

DUAL BIN
TRASH
5 OFFICE
LOBBY
17 23
11 3-STORY
132,003 SF

RV PARKING
52 SPACES
GATE

PROPOSED SELF STORAGE
(N) 6' HIGH CMU WALL AT REAR (N) 6' HIGH CMU WALL AT REAR (N) 6' HIGH CMU WALL AT REAR
7' H. FENCING
7' HIGH FENCING
6 BIKES
35'
15'
10' SETBACK
+5' FOR EVERY
10'
BLDG HT.

OVER 30'
6' 311'-4"
29'

FIRE AERIAL

SETBACK
18' 36'
40'BLDG SETBACK

EQUALS HEIGHT OF BLDG
141'-4"
ELEC
3 ACCESS EASEMENT

I N D I A N S T R E E T
18'
TYP
9'
TYP
8' 9'
40' BLDG SETBACK

EQUALS HEIGHT

OF BLDG

ACCESSIBLE PATH

OF TRAVEL FROM

PUBLIC R/W
20'
TYP
5'-6"
58' 33'-9"
40'
TYP
4 4.5% MAX RAMP
16'-4"
36'-1"
10'-10" 34'-11"
26'

FIRE ACCESS
28'-6"
FIRE
AERIAL

SETBACK
26'

FIRE AERIAL

ACCESS ROADWAY
R24'
R46'
32'
30'
TYP
12'
TYP
12'
TYP
TRAVEL DISTANCE = 248'
TRAVEL DISTANCE = 145'
EXIT DISTANCE = 238'
EXIT DISTANCE = 130'
5'-4"
16'-4"
196'-8"

TO PROPERTY LINE
45'-1"

EV CAPABLE SP

EV CAPABLE SP

EV CAPABLE SP

EV CAPABLE SP
10'
LS
FIRE

UNDERGROUND

INFILTRATION SYSTEM
171'-6"
12'-2" 9'
TYP
10'
LS
18'
TYP
5'-6"
0" CURB ONLY

AT LOBBY
12'
12'
EV VAN
5'
0" CURB

TRANSITION TO

FULL HT CURB

OUTSIDE OF

LOBBY, TYP
0" CURB
F.F. 1581.6
(1579.8 TC)
(1579.3 FS)
2:1 SLOPE 2:1 SLOPE
DAS
8'-6"
8'-6"
LOBBY
1 3CY 3CY
7' H. FENCING
40'
SLOPE

ENCLOSURE W/ SOLID ROOF COVER
PER CITY STD. MVGF-660B-1
CMU WALL: ANGELUS BLOCK,

PLACER CREEK SPLIT-FACE
86'-7"
18'
6'-6"

EXISTING

SIDEWALK
R-5 ZONE

SINGLE FAMILY RESIDENTIAL
R-5 ZONE

SINGLE FAMILY RESIDENTIAL
R-5 ZONE

SINGLE FAMILY RESIDENTIAL
R-5 ZONE

SINGLE FAMILY RESIDENTIAL
R-5 ZONE

SINGLE FAMILY RESIDENTIAL
R-5 ZONE

SINGLE FAMILY RESIDENTIAL
R-5 ZONE

SINGLE FAMILY RESIDENTIAL
R-5 ZONE

CC ZONE

SELF-STORAGE FACILITY

NC ZONE NC ZONE AUTO ZONE STORE GAS STATION

CC ZONE

RETAIL CENTRE
37'-6"
TYP
10'
5'
196'
34'

FIRE DEPARTMENT

DEPLOYMENT AREA
34'-0" x 60'-0" MIN.

PROVIDED
35'-0" x 196'-0"
312'-8" 34'
(E) NEIGHBORS' WOOD FENCE (E) NEIGHBOR'S CONC. WALL
(N) 7' HIGH FENCING

TUBULAR STEEL
(E) NEIGHBOR'S
CONC. WALL

FIRE DEPARTMENT

DEPLOYMENT AREA
34'-0" x 60'-0" MIN.

PROVIDED 35'-0" x 312'-8"
(E) NEIGHBOR'S WOOD FENCE
BLACK "TENNIS COURT" PRIVACY FENCE
WINDSCREEN (BLOCK VISIBILITY 95%)
WITH GROMMETS AT 12" ON CENTER,
WIND VENTS AT 10'-0" ON CENTER,

AND UV RESISTANT FASTENERS

ACCESS IN & OUT

KEY PADS

ACCESS IN & OUT

KEY PADS

ALL STEP OUTS

SHALL BE
12"+6" CURB
ALESSANDRO & INDIAN STREET | MORENO VALLEY, CA SUBMITTAL 01 SUBMITTAL 02 0
1 CONCEPTUAL SITE PLAN

01.21.25 0 5' 10' 20'
scale: 1" = 20'
TYPICAL 6' HIGH CMU WALL SCALE:NONE 1
6' HIGH CMU WALL
WITH 4" WALL CAP:

ANGELUS BLOCKS PLACER CREEK

SPLIT-FACE, APPLY SEALER
BLACK "TENNIS

WINDSCREEN (B

PROPOSED SELF-STORAGE
3-STORY
132,003 SF

RV PARKING
52 SPACES
FEET
0 40 80
FIGURE 2
I:\2024\20241908\G\Site_Plan.ai (1/29/2025)
SOURCE: KSP Studios
Public Storage Moreno Valley
Site Plan
4239
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ATTACHMENT B

NOISE MEASUREMENT DATA
4240
Noise Measurement Survey – 24 HR
Project Number: 20241908 Test Personnel: Ämber Hazelrigg Project Name: Moreno Valley Public Storage Equipment: Spark 706RC (SN: 18571) Site Number: LT-1 Date: 08/21/2024 Time: From 11am To 10am Site Location: Project site is located off Indian Street near Alessandro Boulevard in Moreno Valley; the monitor was hung on a residential fence near Auto Zone which is adjacent to the Food 4 Less Gas Station lot.

Primary Noise Sources: The primary noise source was residential as well as commercial from Auto Zone.

Comments:

Photo:
4241
Long-Term (24-Hour) Noise Level Measurement Results at LT-1 Start Time Date Noise Level (dBA)
Leq Lmax Lmin
11:00 AM 7/30/2024 47.9 63.5 38.3
12:00 PM 7/30/2024 48.3 69.7 38.0
1:00 PM 7/30/2024 46.6 62.0 37.9
2:00 PM 7/30/2024 51.4 70.8 37.3
3:00 PM 7/30/2024 57.1 74.9 37.4
4:00 PM 7/30/2024 65.1 80.9 38.2
5:00 PM 7/30/2024 64.3 80.0 40.3
6:00 PM 7/30/2024 67.6 81.0 42.6
7:00 PM 7/30/2024 69.8 82.6 43.1
8:00 PM 7/30/2024 75.6 88.6 52.8
9:00 PM 7/30/2024 78.0 93.2 54.1
10:00 PM 7/30/2024 77.8 89.8 56.5
11:00 PM 7/30/2024 77.8 91.7 57.7
12:00 AM 7/31/2024 78.4 90.1 59.8
1:00 AM 7/31/2024 74.1 86.4 49.7
2:00 AM 7/31/2024 71.3 87.3 46.7
3:00 AM 7/31/2024 64.6 80.4 41.9
4:00 AM 7/31/2024 59.7 76.4 42.4
5:00 AM 7/31/2024 57.2 78.5 41.6
6:00 AM 7/31/2024 51.9 70.7 42.5
7:00 AM 7/31/2024 58.6 70.5 44.6
8:00 AM 7/31/2024 55.8 73.3 40.4
9:00 AM 7/31/2024 52.2 71.4 38.1
10:00 AM 7/31/2024 43.7 66.7 37.1
Source: Compiled by LSA Associates, Inc. (2024).
dBA = A-weighted decibel
Leq = equivalent continuous sound level
Lmax = maximum instantaneous noise level
Lmin = minimum measured sound level
4242
Noise Measurement Survey – 24 HR
Project Number: 20241908 Test Personnel: Ämber Hazelrigg Project Name: Moreno Valley Public Storage Equipment: Spark 706RC (SN: 17206) Site Number: LT-2 Date: 08/20/2024 Time: From 11am To 10am Site Location: Project site is located off Indian Street near Alessandro Boulevard in Moreno Valley; the monitor was hung on a light pole on the Food 4 Less Gas Station lot.

Primary Noise Sources: The primary noise source was traffic on Indian Street and Alessandro Boulevard as well as commercial use from the Gas Station and neighboring Auto Zone.

Comments:

Photo:
4243
Long-Term (24-Hour) Noise Level Measurement Results at LT-2 Start Time Date Noise Level (dBA)
Leq Lmax Lmin
11:00 AM 7/30/2024 47.9 63.5 38.3
12:00 PM 7/30/2024 48.3 69.7 38.0
1:00 PM 7/30/2024 46.6 62.0 37.9
2:00 PM 7/30/2024 51.4 70.8 37.3
3:00 PM 7/30/2024 57.1 74.9 37.4
4:00 PM 7/30/2024 65.1 80.9 38.2
5:00 PM 7/30/2024 64.3 80.0 40.3
6:00 PM 7/30/2024 67.6 81.0 42.6
7:00 PM 7/30/2024 69.8 82.6 43.1
8:00 PM 7/30/2024 75.6 88.6 52.8
9:00 PM 7/30/2024 78.0 93.2 54.1
10:00 PM 7/30/2024 77.8 89.8 56.5
11:00 PM 7/30/2024 77.8 91.7 57.7
12:00 AM 7/31/2024 78.4 90.1 59.8
1:00 AM 7/31/2024 74.1 86.4 49.7
2:00 AM 7/31/2024 71.3 87.3 46.7
3:00 AM 7/31/2024 64.6 80.4 41.9
4:00 AM 7/31/2024 59.7 76.4 42.4
5:00 AM 7/31/2024 57.2 78.5 41.6
6:00 AM 7/31/2024 51.9 70.7 42.5
7:00 AM 7/31/2024 58.6 70.5 44.6
8:00 AM 7/31/2024 55.8 73.3 40.4
9:00 AM 7/31/2024 52.2 71.4 38.1
10:00 AM 7/31/2024 43.7 66.7 37.1
Source: Compiled by LSA Associates, Inc. (2024).
dBA = A-weighted decibel
Leq = equivalent continuous sound level
Lmax = maximum instantaneous noise level
Lmin = minimum measured sound level
4244
P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx «03/11/25»

ATTACHMENT C

CONSTRUCTION NOISE CALCULATIONS
4245
Phase: Site Preparation
Lmax Leq
Grader 1 85 40 50 0.5 85 81
Scraper 1 84 40 50 0.5 84 80
Tractor 1 84 40 50 0.5 84 80
Dozer 3 82 40 50 0.5 82 83
Combined at 50 feet 90 87
Combined at Receptor 200 feet 78 75
Phase: Grading
Lmax Leq
Grader 1 85 40 50 0.5 85 81
Dozer 1 82 40 50 0.5 82 78
Tractor 2 84 40 50 0.5 84 83
Excavator 1 81 40 50 0.5 81 77
Combined at 50 feet 89 86
Combined at Receptor 200 feet 77 74
Phase:Building Construstion
Lmax Leq
Crane 1 81 16 50 0.5 81 73
Man Lift 2 75 20 50 0.5 75 71
Tractor 1 84 40 50 0.5 84 80
Generator 1 81 50 50 0.5 81 78
Welder / Torch 3 74 40 50 0.5 74 75
Combined at 50 feet 87 84
Combined at Receptor 200 feet 75 72
Phase:Paving
Lmax Leq
Drum Mixer 1 80 50 50 0.5 80 77
Paver 1 77 50 50 0.5 77 74
Tractor 1 84 40 50 0.5 84 80
Roller 2 80 20 50 0.5 80 76
All Other Equipment > 5 hp 1 85 50 50 0.5 85 82
Combined at 50 feet 89 86
Combined at Receptor 200 feet 77 74
Phase:Architectural Coating
Lmax Leq
Compressor (air) 1 78 40 50 0.5 78 74
Combined at 50 feet 78 74
Combined at Receptor 200 feet 66 62
Sources: RCNM
1 - Percentage of time that a piece of equipment is operating at full power. dBA – A-weighted Decibels
Lmax- Maximum Level
Leq- Equivalent Level
Ground
Effects
Noise Level (dBA)
Construction Calculations
Ground
Effects
Noise Level (dBA) Equipment Quantity Reference (dBA)
50 ft Lmax
Usage
Factor1
Ground
Effects Equipment Quantity Reference (dBA) 50 ft Lmax
Usage
Factor1
Distance to
Receptor (ft)
Equipment Quantity
Ground Noise Level (dBA)
Effects
Distance to
Receptor (ft)
Usage
Factor1
Reference (dBA)
50 ft Lmax Equipment Quantity
Ground Noise Level (dBA)
Effects
Distance to
Receptor (ft)
Usage
Factor1
Reference (dBA)
50 ft Lmax
Distance to
Receptor (ft)
Noise Level (dBA)
Distance to
Receptor (ft)
Usage
Factor1
Reference (dBA)
50 ft Lmax Equipment Quantity
4246
Construction Traffic Noise Calculator
Construction Phase
One-Way
Worker
Trip/Day
One Way
Vendor
Trip/Day
One Way
Hauling
Trip
Number Total
Phase
Number Phase Name Number of Days
Site Preparation 15 0 0 15 1 Site Preparation 15
Grading 12.5 0 25 37.5 2 Grading 25
Building Construction 55.4 21.6 0 77 3 Building
Construction 200
Paving 15 0 0 15 4 Paving 15
Architectural Coating 11.1 0 0 11.1 5
Architectural
Coating
100
Maximum 77
Speed MT Factor HT Factor
25 16 83.3
Roadway Speed Existing Volume MT Factor HT Factor 30 15 65 Indian Street 35 7400 14 53.3 35 14 53.3
40 13.2 45
45 12.6 38
Worker
Trip/Day
Vendor
Trip/Day
Hauling
Trip
Number Total
Overlap? 50 12 33
Site Preparation 15 0 0 15 x 55 11.5 29
Grading 13 0 1,333 1346 x 60 11.1 26
Building Construction 56 727 0 783 65 10.8 23
Paving 15 0 0 15
Architectural Coating 11 0 0 12
2 Total Equivalent Vehicles 1,361
Noise Increase (dBA) 0.73
4247
P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Noise\Product\20241908_Noise and Vibration Memo_Rev1_clean.docx «03/11/25»

ATTACHMENT D

OPERATIONAL NOISE CALCULATIONS
4248
Stationary Noise
Land Use Direction Noise Source
Peak Hour
Daytime
Reference Noise
Level (dBA Leq)
Off-Peak
Nighttime
Reference Noise
Level (dBA Leq)
Reference
Distance (ft) Distance (ft) Distance Attenuation (dBA)
Peak Hour Daytime
Reference Noise
Level at Receptor
(dBA Leq)
Off-Peak Nighttime
Reference Noise
Level at Receptor
(dBA Leq)
1 Residential South Truck Load/Unload Activity 74.6 70.2 20 180 19.1 55.5 51.1 HVAC 1 72.0 72.0 5 280 35.0 37.0 37.0
HVAC 2 72.0 72.0 5 280 35.0 37.0 37.0
HVAC 3 72.0 72.0 5 280 35.0 37.0 37.0
HVAC 4 72.0 72.0 5 290 35.3 36.7 36.7
HVAC 5 72.0 72.0 5 290 35.3 36.7 36.7
HVAC 6 72.0 72.0 5 290 35.3 36.7 36.7
HVAC 7 72.0 72.0 5 290 35.3 36.7 36.7
HVAC 8 72.0 72.0 5 290 35.3 36.7 36.7
HVAC 9 72.0 72.0 5 290 35.3 36.7 36.7
Combined 56.0 52.4
Combined + Shielding from wall 51.0 47.4
*Assuming 4 heavy truck during off-peak hour and 11 trucks during peak hour 4249

CARLSBAD
CLOVIS
IRVINE

LOS ANGELES

PALM SPRINGS

POINT RICHMOND

RIVERSIDE

ROSEVILLE

SAN LUIS OBISPO
3210 El Camino Real, Suite 100, Irvine, California 92602 949.553.0666 www.lsa.net

MEMORANDUM
DATE: October 30, 2024
TO: Wei Sun, TE, PTOE, City Traffic Engineer, City of Moreno Valley FROM: Dean Arizabal, Principal, LSA
SUBJECT: Trip Generation and Vehicle Miles Traveled Analysis for the Public Storage Moreno Valley Project (LSA Project No. 20241908)
LSA has prepared this trip generation and vehicle miles traveled (VMT) analysis for the proposed self-storage project on Indian Street (north of Alessandro Boulevard) in the City of Moreno Valley (City).

The purpose of this analysis is to identify the proposed project trip generation and determine whether the proposed project requires a level of service (LOS) analysis or a VMT analysis per the City of Moreno Valley Transportation Impact Analysis Preparation Guide for Vehicle Miles Traveled and Level of Service Assessment (June 2020) (City Guidelines).

PROJECT DESCRIPTION
The 3-acre project site (Assessor’s Parcel Number 482-190-022) is currently undeveloped. The project site is bounded by commercial self-storage uses to the north, commercial uses (gas station and auto parts store) to the south, residential uses to the east, and Indian Street and commercial uses to the west.

The proposed project would develop a three story, 132,006-square-foot (sf) self-storage building and 53 recreational vehicle (RV) storage spaces. Vehicular access to the proposed project will be provided along Indian Street via an existing driveway that is shared with the commercial uses south of the site.

TRIP GENERATION
LSA examined the trip generation potential of the proposed 132,006 sf self-storage building by referencing trip rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2021) for Land Use 151 (Mini-Warehouse).

In addition, LSA assessed the trip generation potential for the proposed 53 RV storage spaces by applying average trip rates derived from trip generation surveys for similar existing RV and boat storage facilities in Chino and Ontario. The trip characteristics of these facilities are comparable to the proposed project, as customers store their vehicles and boats and retrieve them for recreational purposes when needed.

The trip generation surveys for these facilities are provided as an attachment.

Table A presents the anticipated trip generation for the proposed project. 4250
10/30/24 (P:\2024\20241908_Moreno Valley Public Storage\Technical Studies\Traffic\Report\Moreno Valley PS Trip Gen & VMT memo.docx) 2 Table A: Project Trip Generation
Land Use Size Unit Daily
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Trip Rates
Mini-Warehouse1 tsf 1.45 0.05 0.04 0.09 0.07 0.08 0.15
RV Storage2 space 0.48 0.02 0.01 0.03 0.02 0.02 0.04
Project Trip Generation
Mini-Warehouse 132.006 tsf 191 7 5 12 9 11 20
RV Storage 53 spaces 25 1 1 2 1 1 2
Total 216 8 6 14 10 12 22
Source: Compiled by LSA (2024).
1 Trip rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition (2021). Land Use 151. 2 Trip rates are based on survey data for similar existing facilities in Chino and Ontario (2021). 50/50 inbound/outbound split is assumed for the peak hours.
tsf = thousand square feet
As shown in Table A, the proposed project would generate 216 daily trips, including 14 trips (8 inbound and 6 outbound) in the a.m. peak hour and 22 trips (10 inbound and 12 outbound) in the p.m. peak hour.

Because the proposed project would generate less than 100 trips in the peak hour, it is exempt from an LOS analysis.

VEHICLE MILES TRAVELED
On December 28, 2018, the California Office of Administrative Law cleared the revised California Environmental Quality Act (CEQA) guidelines for use. Among the changes to the guidelines was removal of vehicle delay and LOS from consideration under CEQA. With the adopted guidelines, transportation impacts are to be evaluated based on a project’s effect on VMT. As mentioned above, the proposed project is within the jurisdiction of the City. Therefore, the project VMT analysis was conducted according to the City Guidelines, which include the VMT screening criteria, analysis methodology, impact thresholds, and mitigation measures.

According to the City Guidelines, projects generating less than 400 daily vehicle trips, exclusive of any existing daily vehicle trips generated by the site, are screened out from a VMT analysis and presumed to have a less than significant transportation impact. As previously shown in Table A, the proposed project would generate 216 daily vehicle trips. Because the proposed project would generate less than 400 daily trips, it is screened out from a VMT analysis and presumed to have less than significant transportation impact.

CONCLUSION
The proposed project is anticipated to generate 216 daily trips, including 14 a.m. peak-hour and 22 p.m. peak-hour trips. The proposed project is exempt from an LOS analysis because it would generate less than 100 peak-hour trips. In addition, the proposed project is screened out from a VMT analysis with the presumption of a less than significant transportation impact because it would generate less than 400 daily trips.

Attachment: RV and Boat Storage Trip Generation Surveys 4251
1 Chino Location: 292 spaces
Date AM Peak Hour PM Peak Hour Daily
15‐Jun 13 11 134
16‐Jun 10 16 115
17‐Jun 4 15 121
Average 9 14 123
Rate (trips per
parking space) 0.03 0.05 0.42
2 Ontario Location: 815 spaces
Date AM Peak Hour PM Peak Hour Daily
15‐Jun 23 33 435
16‐Jun 22 35 438
17‐Jun 24 31 432
Average 23 33 435
Rate (trips per
parking space) 0.03 0.04 0.53
Location AM Peak Hour PM Peak Hour Daily
Chino 0.03 0.05 0.42
Ontario 0.03 0.04 0.53
Average Rate
(Trips per Space)

0.03 0.04 0.48
Average Rate between both sites
RV/Boat Storage Trip Generation Surveys
4252
1 Resolution No. 2026-XX
Date Adopted: September 1, 2026
RESOLUTION NO. 2026-XX
APPEAL (PAA26-0003)

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF MORENO
VALLEY, CALIFORNIA, REVERSING THE PLANNING COMMISSION’S ACTION TO NOT APPROVE CONDITIONAL USE PERMIT (PEN24-0154) AND APPROVING CONDITIONAL USE PERMIT (PEN24-0154) FOR THE DEVELOPMENT OF A 130,764 SQUARE-FOOT 3-STORY SELFSTORAGE FACILITY FOR THE PROPERTY LOCATED EAST OF INDIAN STREET AND NORTH OF ALESSANDRO BOULEVARD (APN:
482-190-022) IN THE CORRIDOR MIXED-USE (COMU) ZONE
WHEREAS, the City of Moreno Valley (“City”) is a general law city and a municipal corporation of the State of California; and
WHEREAS, Kristofer Golder of Public Storage (“Applicant”) submitted an application for a Conditional Use Permit (PEN24-0154) for the development of a selfstorage facility with 1,134 storage units within a 130,764 square foot 3-story building, 52 recreational vehicle outdoor parking spaces, on-site parking, landscape improvements, and a trash enclosure (“Proposed Project”) on an approximate 3-acre vacant parcel located east of Indian Street north of Alessandro Boulevard (APNs:482-190-022) (“Project Site”); and
WHEREAS, on June 11, 2026, a duly noticed Public Hearing was duly conducted by the Planning Commission to consider the Proposed Project, at which time all interested persons were provided with an opportunity to testify and to present evidence; and WHEREAS, on June 11, 2026, the Planning Commission voted 2 ayes and 3 noes on a motion to approve the requested Conditional Use Permit (PEN24-0154), which effectively resulted in the Proposed Project not being approved, since no alternative motion was offered nor was there any alternative action taken by the Planning Commission; and
WHEREAS, the Applicant timely filed an Appeal of the Planning Commission’s decision to not approve the Proposed Project; and
WHEREAS, on September 1, 2026, the City Council conducted a duly noticed Public Hearing on the Appeal of the Proposed Project, and considered the Proposed Project’s Mitigated Negative Declaration and related Mitigation Monitoring and Reporting Program; and
WHEREAS, on September 1, 2026, at a duly noticed Hearing of the City Council, all interested persons were provided an opportunity to testify and to present evidence; and
4253
2 Resolution No. 2026-XX
Date Adopted: September 1, 2026
WHEREAS, on September 1, 2026, the City Council reversed the Planning Commission’s action to not approve the Proposed Project’s Conditional Use Permit (PEN24-0154), by approving the Proposed Project’s Mitigated Negative Declaration and related Mitigation Monitoring and Reporting Program and approving the Proposed Project (PEN24-0154), subject to the findings set forth below in this Resolution.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF MORENO VALLEY, CALIFORNIA, DOES HEREBY RESOLVE AS FOLLOWS:

Section 1. Recitals and Exhibits
That the foregoing Recitals and attached exhibits are true and correct and are hereby incorporated by this reference.

Section 2. Notice
That pursuant to Government Code Section 66020(d)(1), notice is hereby given that the Proposed Project is subject to certain fees, dedications, reservations, and other exactions as provided herein, in the staff report and conditions of approval (collectively, “Conditions”); and these Conditions constitute written notice of a statement of the amount of such fees, and a description of the dedications, reservations, and other exactions, and pursuant to Government Code Section 66020(d)(1) the Appellant is hereby notified that the 90 day approval period in which to protest such fees, dedications, reservations, and other exactions, has commenced upon the date of adoption of this Resolution.

Section 3. Evidence
That the City Council has considered all evidence submitted into the Administrative Record for the Proposed Project, including, but not limited to, the following:
(a) Moreno Valley General Plan and all other relevant provisions contained therein; (b) Title 9 (Planning and Zoning) of the Moreno Valley Municipal Code and all other relevant provisions referenced therein;
(c) Application for Conditional Use Permit (PEN24-0154), and all documents, records, and references contained therein;
(d) Conditions of Approval for Conditional Use Permit (PEN24-0154), attached hereto as Exhibit A;
(e) Staff Reports prepared for the Planning Commission and City Council’s consideration and all documents, records and references related thereto, and Staff’s presentation at the public hearings;
(f) Testimony and/or comments from Applicant and its representatives during the public hearings; and
(g) Testimony and/or comments from all persons that was provided at, or prior to, the public hearings.

Section 4. Findings
4254
3 Resolution No. 2026-XX
Date Adopted: September 1, 2026
That, based on the foregoing Recitals and the Evidence contained in the Administrative Record as set forth above, the City Council hereby finds as follows:
(a) That the Proposed Project is consistent with the goals, objectives, policies, and programs of the General Plan;
(b) The Proposed Project complies with all applicable zoning and other regulations; (c) The Proposed Project will not be detrimental to the public health, safety, or welfare or materially injurious to properties or improvements in the vicinity; (d) That the location, design, and operation of the Proposed Project will be compatible with existing and planned land uses in the vicinity; (e) That the design of the Proposed Project or the proposed improvements are not likely to cause substantial environmental damage or substantially and avoidably injure fish or wildlife and/or their habitat; (f) That the design of the Proposed Project or type of improvements is not likely to cause serious public health problems; and
(g) That the requirements of CEQA and CEQA Guidelines have been satisfied; Section 5. Reversal of Planning Commission’s Not to Approve the Proposed Project and Approval of the Proposed Project
That based on the foregoing Recitals, Evidence contained in the Administrative Record and Findings set forth above, the City Council hereby reverses the Planning Commission’s decision to not approve Conditional Use Permit (PEN24-0154), attached hereto as Exhibit A, and hereby approves Conditional Use Permit (PEN24-0154) for the development of a 130,764 square-foot 3-story self-storage facility for the property located east of Indian Street north of Alessandro Boulevard (APN: 482-190-022) in the Corridor Mixed-Use (Comu) Zone.

Section 6. Repeal of Conflicting Provisions
That all the provisions as heretofore adopted by the City Council that conflict with the provisions of this Resolution are hereby repealed.

Section 7. Severability
That the City Council declares that, should any provision, section, paragraph, sentence, or word of this Resolution be rendered or declared invalid by any final court action in a court of competent jurisdiction or by reason of any preemptive legislation, the remaining provisions, sections, paragraphs, sentences or words of this Resolution as hereby adopted shall remain in full force and effect.

Section 8. Effective Date
That this Resolution shall take effect immediately upon the date of adoption. 4255
4 Resolution No. 2026-XX
Date Adopted: September 1, 2026
APPROVED AND ADOPTED this 1
st day of September 2026.
___________________________
Ulises Cabrera
Mayor
City of Moreno Valley
ATTEST:
_______________________________
M. Patricia Rodriguez, MMC, City Clerk
APPROVED AS TO FORM:
____________________________
Steven B. Quintanilla, City Attorney
Exhibits:

Exhibit A: Conditions of Approval - Conditional Use Permit (PEN24-0154) 4256
5 Resolution No. 2026-XX
Date Adopted: September 1, 2026

RESOLUTION JURAT

STATE OF CALIFORNIA )
COUNTY OF RIVERSIDE ) ss.

CITY OF MORENO VALLEY )
I, M. Patricia Rodriguez, MMC, City Clerk of the City of Moreno Valley, California, do hereby certify that Resolution No. 2026-XX was duly and regularly adopted by the City Council of the City of Moreno Valley at a regular meeting thereof held on the 1 st day of
September, 2026 by the following vote:

AYES:

NOES:

ABSENT:

ABSTAIN:
(Council Members, Mayor Pro Tem and Mayor)
__________________________________________
M. PATRICIA RODRIGUEZ, MMC, CITY CLERK
(SEAL)
4257
6 Resolution No. 2026-XX
Date Adopted: September 1, 2026
Exhibit A:

Conditions of Approval – Conditional Use Permit (PEN24-0154) 4258

CONDITIONS OF APPROVAL
Conditional Use Permit (PEN24-0154)